the connecticut light and power · the connecticut light and power company doing business as...

56 Prospect Street,

P.O. Box 270

Hartford, CT 06103

Kathleen M. Shanley

Manager – Transmission Siting

Tel: (860) 728-4527

July 22, 2020 Melanie A. Bachman Executive Director Connecticut Siting Council 10 Franklin Square New Britain, CT 06051 RE: Notice of Exempt Modification

Eversource Site Ridgefield 22N Off Prospect Street, Ridgefield, CT 06877 Latitude: 41-17-00.6 N / Longitude: 73-29.16.3 W

Dear Ms. Bachman:

The Connecticut Light and Power Company doing business as Eversource Energy (“Eversource”) currently maintains multiple antennas and equipment at various mounting heights on an existing 84-foot steel monopole tower located off Prospect Street in Ridgefield. See Attachment A, Parcel Map and Property Card. The tower and property are owned by Eversource. Eversource plans to install one 14-foot 3-inch tall omni-directional antenna to be mounted at 82 feet above ground level (“AGL”), one 4-foot 3-inch tall omni-directional antenna to be inverse mounted at 82 feet AGL, and two 7/8-inch diameter coaxial cables. There will be no changes to the area of the fenced compound, the tower or the antennas and equipment currently mounted on the tower. The tower and existing and proposed equipment on the tower are depicted on Attachment B, Construction Drawings, dated March 26, 2020 and Attachment C, Structural Analysis, dated March 26, 2020. The Connecticut Siting Council approved the monopole at this location in Petition No. 1054 in January 2013.

The proposed installation is part of Eversource’s program to update the current obsolete analog

voice radio communications system to a modern digital voice communications system. The new system will enable the highest level of voice communications under all operating conditions, including during critical emergency and storm restoration activities. The new radio system will also provide for remote control of distribution safety equipment.

Please accept this letter as notification pursuant to Regulations of Connecticut State Agencies (“R.C.S.A.”) §16-50j-73, for construction that constitutes an exempt modification pursuant to R.C.S.A § 16-50j-72(b)(2). In accordance with R.C.S.A. § 16-50j-73, a copy of this notice is being delivered to Rudy Marconi, First Selectman for the Town of Ridgefield and Richard Baldelli, Director of Planning & Zoning for the Town of Ridgefield via the United States Postal Service or private carrier. Proof of delivery is attached. See Attachment D, Proof of Delivery of Notice.

2

The planned modifications to the facility fall squarely within those activities explicitly provided for in R.C.S.A. § 16-50j-72(b)(2):

1. There will be no change to the height of the existing tower.2. The proposed modifications will not require the extension of the site boundary.3. The proposed modification will not increase noise levels at the facility by six decibels or more, or

to levels that exceed state and local criteria.4. The operation of the new antennas will not increase radio frequency emissions at the facility to

a level at or above the Federal Communications Commission safety standard as shown in theattached Radio Frequency Emissions Report, dated April 2, 2020 (Attachment E – Power DensityReport)1.

5. The proposed modifications will not cause a change or alteration in the physical orenvironmental characteristics of the site.

6. The existing structure and its foundation can support the proposed loading.

For the foregoing reasons, Eversource respectfully submits that the proposed modifications to the above referenced telecommunications facility constitute an exempt modification under R.C.S.A. § 16-50j-72(b)(2). Two copies of this notice and a check in the amount of $625 are enclosed.

Communications regarding this Notice of Exempt Modification should be directed to Kathleen Shanley at (860) 728-4527.

By: _______________________________ Kathleen M. Shanley Manager – Transmission Siting

cc: Honorable Rudy Marconi, First Selectman, Town of Ridgefield Richard Baldelli, Director of Planning & Zoning, Town of Ridgefield

Attachments A. Parcel Map and Property CardB. Construction DrawingsC. Structural AnalysisD. Proof of Delivery of NoticeE. Power Density Report

1 It should be noted that the number of transmitting antennas accounted for in the Power Density Report accounts for

two channels on the 88’ centerline antenna. Also, the “Antenna Height” column on Table 1 in the Power Density

Report only accounts for the centerline of the Transmit or “TX” antenna centerline.

ATTACHMENT A – PARCEL MAP AND PROPERTY CARD

1"=188'

ES-286 Ridgefield22N Parcel

The information depicted on this map is for planning purposes only.It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses.

2/20/2020 8:34:14 AM

Scale is approximateScale:

bgaud

Pencil

bgaud

Rectangle

bgaud

Typewritten Text

Legend

bgaud

Pencil

bgaud

Typewritten Text

Approximate Tower Location

/

The Assessor’s of�ce is responsible for the maintenance of records on the ownership of properties. Assessments are computed at 70% of the estimated market value of real property at the time of the last

revaluation which was 2017.

Information on the Property Records for the Municipality of Ridge�eld was last updated on 2/17/2020.

Parcel Information

Location: SUNSET LA Property Use: Vacant Land Primary Use: Residential

Unique ID: F150054 Map BlockLot:

F15-0054 Acres: 2.30

490 Acres: 0.00 Zone: RAA Volume /Page:

0178/0079

DevelopersMap / Lot:

Census: 2453

Value Information

Appraised Value Assessed Value

Land 98,900 69,230

Buildings 0 0

Detached Outbuildings 0 0

Total 98,900 69,230

/

Information Published With Permission From The Assessor

ATTACHMENT B – CONSTRUCTION DRAWINGS

03/26/2020

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03/26/2020

REFERENCE

CUTSHEETS

All specifications subject to change without noticeTelewave, Inc. • San Jose, CA • 1-800-331-3396 ~ 408-929-4400 • www.telewave.comTWDS-7021 Rev. 1/11

216 - 225 MHz

The Telewave ANT220F6 is an extremely rugged, medium-gain, fiberglass collinear antenna, de signed for op er a tion in all environmental conditions. The antenna is con struct ed with brass and copper el e ments, con nect ed at DC ground potential for lightning impulse pro tec tion. The ANT220F6 is an excellent choice for wireless PTC systems in urban or rural areas.

All junctions are fully soldered to prevent RF intermodulation, and each antenna is completely protected within a rugged, high-tech radome to ensure survivability in the worst environments. The “Cool Blue” radome provides maximum protection from corrosive gases, ultraviolet radiation, icing, salt spray, acid rain, and wind blown abrasives.

The ANT220F6 inc ludes an ANTC482 dual clamp set for mounting to a 1.5” to 3.5” O.D. support pipe, and a 24” removable RG-213 N-Male jumper. Stand-off and top mounts are also available.

FIBERGLASS COLLINEAR ANTENNA 6 dBd

90

60

30

0

-30

-60

-90

-60

-30

0

30

60

-3

-10

-20

ANT220F6 - 221 MHzVertical PlaneGain = 6.11 dBd

NOTE: THIS ANTENNA IS SHIPPED VIA TRUCK FREIGHT ONLY

ANT220F6

SPECIFICATIONSFrequency (continuous) 216-225 MHz Dimensions (L x base diam.) in. 171 x 2.75Gain 6 dBd Tower weight (antenna + clamps) 35 lb.Power rating (typ.) 500 watts Shipping weight 50 lb.Impedance 50 ohms Wind rating / with 0.5” ice 150 / 125 MPHVSWR 1.5:1 or less Maximum exposed area 3.1 ft.²Pattern Omnidirectional Lateral thrust at 100 MPH 122 lb.Vertical beamwidth 20° Bending moment at top clamp 494 ft. lb.Termination Recessed N Female

7-16 DIN-F opt.(100 MPH, 40 PSF flat plate equiv.)

All specifications subject to change without noticeTelewave, Inc. • San Jose, CA • 1-800-331-3396 ~ 408-929-4400 • www.telewave.com

The Telewave ANT220F2 is an extremely rugged collinear antenna, with moderate gain and wide vertical beamwidth. This compact antenna produces 2.5 dBd gain, and is designed for operation in all environmental conditions. The antenna is constructed with brass and copper elements, with a path to ground potential for lightning impulse protection. The ANT220F2 is an excellent choice for wireless PTC systems in urban or rural areas.

All junctions are fully soldered to prevent RF intermodulation, and each antenna is completely protected within a rugged, high-tech radome to ensure survivability in the worst environments. The “Cool Blue” radome provides maximum protection from corrosive gases, ultraviolet radiation, icing, salt spray, acid rain, and wind blown abrasives.

The ANT220F2 includes the ANTC485 dual clamp set for mounting to a 1.5” to 3” O.D. support pipe, and a 24” removable RG-213 N-Male jumper.

TWDS-7053 Rev. 1/11

195 - 260 MHz

ANT220F2

90

60

30

0

-30

-60

-90

-60

-30

0

30

60

-3

-10

-20

ANT220F2 - 230 MHzVertical PlaneGain = 2.58 dBd

FIBERGLASS COLLINEAR ANTENNA 2.5 dBd

SPECIFICATIONSFrequency (continuous) 195-260 MHz Dimensions (L x base diam.) in. 51 x 2.75Gain 2.5 dBd Tower weight (antenna + clamps) 11 lb.Power rating (typ.) 500 watts Shipping weight 14 lb.Impedance 50 ohms Wind rating / with 0.5” ice 200 / 150 MPHVSWR 1.5:1 or less Maximum exposed area 1.1 ft.²Pattern Omnidirectional Lateral thrust at 100 MPH 44 lb.Vertical beamwidth 38° Bending moment at top clamp 47 ft. lb.Termination Recessed N Female

7-16 DIN-F opt.(100 MPH, 40 PSF flat plate equiv.)

(1) ONE SITE PRO 1 P/N DCP12K CLAMPSET REQUIRED.

ANT220F2-I w/DIN CONNECTOR to be used for the inverted antenna.

DESCRIPTION

DRAWING USAGE CHECKED BY

ENG. APPROVALDRAWN BY

DWG. NO.

CPD NO.

KC8

1 O

F 1

CEK 1/22/2013

8/21/2012 SEE ASSEMBLY "A"

PIPE TO PIPE CLAMP SET1-1/2" TO 5" PIPE

1/2" THICK CLAMP

CUSTOMER DCPxxKCLASS SUB

PART NO.

81 01

PA

GE

TOLERANCES ON DIMENSIONS, UNLESS OTHERWISE NOTED ARE:SAWED, SHEARED AND GAS CUT EDGES (± 0.030")DRILLED AND GAS CUT HOLES (± 0.030") - NO CONING OF HOLESLASER CUT EDGES AND HOLES (± 0.010") - NO CONING OF HOLESBENDS ARE ± 1/2 DEGREEALL OTHER MACHINING (± 0.030")ALL OTHER ASSEMBLY (± 0.060")

TOLERANCE NOTES

PROPRIETARY NOTE:THE DATA AND TECHNIQUES CONTAINED IN THIS DRAWING ARE PROPRIETARY INFORMATION OF VALMONTINDUSTRIES AND CONSIDERED A TRADE SECRET. ANY USE OR DISCLOSURE WITHOUT THE CONSENT OFVALMONT INDUSTRIES IS STRICTLY PROHIBITED.

Engineering Support Team:

1-888-753-7446

valmont

Locations:New York, NYAtlanta, GALos Angeles, CAPlymouth, INSalem, ORDallas, TX

PARTS LIST

NET WT.UNIT WT.LENGTHPART DESCRIPTIONPART NO.QTYITEM

19.202.40 CLAMP HALF, 1/2" THICK, 8-3/8"DCP81

FED5/8" THREADED RODCB2

2.080.13 5/8'' HDG HEAVY 2H HEX NUTG58NUT163

0.420.03 5/8" HDG LOCKWASHERG58LW164

1.130.07 5/8" HDG USS FLATWASHERG58FW165

5 15/16"

8 3/8"

2"

1/2"

LENGTH "D"

FITS 1-1/2" TO 5" PIPE O.D.

VARIABLE PARTS TABLEASSEMBLY "A" QTY "B" PART "C" LENGTH "D" UNIT WT. "E" NET WT. "F" TOTAL WEIGHT

DCP12K 4 G58R-12 12" 1.05 4.18 27.01

DCP18K 4 G58R-18 18" 1.57 6.27 29.10

1

2

3

4

5

X4

X4

X4

A TOTAL OF (3) THREE CLAMP SETS REQUIRED.

ATTACHMENT C – STRUCTURAL ANALYSIS REPORT

tnxTower Report - version 8.0.5.0

Date: March 26, 2020 Black & Veatch Corp. 6800 W. 115th St., Suite 2292 Overland Park, KS 66211 (913) 458-2522 Subject: Structural Analysis Report Eversource Designation: Site Number: ES-286 Site Name: Ridgefield22N Engineering Firm Designation: Black & Veatch Corp. Project Number: 403093 Site Data: Off Prospect Street, Ridgefield, Fairfield County, CT Latitude 41° 17' 0.59'', Longitude -73° 29' 16.27'' 84 Foot - Monopole Tower Black & Veatch Corp. is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC1: Proposed Equipment Configuration Sufficient Capacity – 57.8% This analysis utilizes an ultimate 3-second gust wind speed of 125 mph as required by the 2018 Connecticut State Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Anthony Reyes / Joshua J. Riley Respectfully submitted by: Joshua J. Riley, P.E. Professional Engineer

03/26/2020

March 26, 2020 84 Ft Monopole Tower Structural Analysis ES No ES-286 Project Number 403093 Page 2


TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 – Tower Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations



1) INTRODUCTION This tower is an 84 ft Monopole tower designed by Valmont in July of 2012. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: III Wind Speed: 125 mph ultimate Exposure Category: C Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 50 mph Seismic Ss: 0.229 Seismic S1: 0.068 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas

Antenna Manufacturer

Antenna Model Number of Feed Lines

Feed Line

Size (in) Note

83.0

90.0 1 telewave ANT220F6 2 7/8 1 82.0 1 generic 4’x3” Mount Pipe

80.0 1 telewave ANT220F2 Note: 1) Proposed equipment to be installed on existing relocated antenna’s original antenna mount at 83.0ft MCL

Table 2 - Other Considered Equipment

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas

Antenna Manufacturer

Antenna Model Number of Feed Lines

Feed Line Size (in)

Note

83.0

90.0 1 kreco CO-41A

2 7/8 1 88.0 1 commscope DB589-Y

83.0 1 tower mounts Side Arm Mount

[4’ SO 701-3]

67.0

74.0 1 celwave 1151-3 1 7/8 2

1 kreco CO-41A

2 7/8 1 73.0 1 kreco CO-41A

67.0 1 tower mounts Side Arm Mount

[6’ SO 701-3] Note: 1) Existing equipment 2) Existing equipment to be relocated from 83.0ft MCL to empty antenna mount on 67.0ft MCL

3) ANALYSIS PROCEDURE

Table 3 - Documents Provided

Document Remarks Reference Source

GEOTECHNICAL REPORTS Dr. Clarence Welti, P.E., P.C.,

dated 06/14/2012 - Eversource

TOWER FOUNDATION DRAWINGS/DESIGN/SPECS

Valmont, dated 7/27/2012 - Eversource



Document Remarks Reference Source

TOWER MANUFACTURER DRAWINGS

Valmont, dated 7/27/2012 - Eversource

3.1) Analysis Method

tnxTower (version 8.0.5.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A.

3.2) Assumptions

1) Tower and structures were built and maintained in accordance with the manufacturer’s specifications.

2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings.

3) This analysis was performed under the assumption that all information provided to Black & Veatch is current and correct. This is to include site data, appurtenance loading, tower/foundation details, and geotechnical data.

This analysis may be affected if any assumptions are not valid or have been made in error. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower.

4) ANALYSIS RESULTS

Table 5 - Tower Component Stresses vs. Capacity - LC1

Section No. Elevation (ft) Component

Type Size Critical Element P (K) SF*P_allow

(K) %

Capacity Pass / Fail

L1 84 - 34.25 Pole TP18.145x12.001x0.1875 1 -2.08 639.52 37.1 Pass

L2 34.25 - 0 Pole TP22x17.3069x0.2188 2 -4.62 928.93 52.8 Pass

Summary

Pole (L2) 52.8 Pass

RATING = 52.8 Pass

Table 4 - Tower Component Stresses vs. Capacity - LC1

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Anchor Rods

0 48.1 Pass

Base Plate 22.8 Pass

1 Base Foundation

0 34.4 Pass

Base Foundation Soil Interaction

47.0 Pass

Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity.

Rating per TIA-222-H Section 15.5.

Structure Rating (max from all components) = 57.8%

4.1) Recommendations

The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time.

Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist Check*

No. Deflection Load

ft in Comb. ° °

L1 84 - 34.25 10.939 44 1.0208 0.0184 OK

L2 38 - 0 2.56 44 0.5996 0.0046 OK

Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist Combined Check*

No. Deflection Load Max

ft in Comb. ° °

L1 84 - 34.25 28.279 44 2.6212 0.048 2.622 OK**

L2 38 - 0 6.647 44 1.5557 0.0119 1.556 OK**

*Limit State Deformation (TIA-222-H Section 2.8.2)

1) Maximum Rotation = 4 Degrees

2) Maximum Deflection = 0.03 * Tower Height = 30 in.

*Up to 0.5 degree is considered acceptable per SUB090 Section 7

** Deflection approved by Eversource Energy** Deflection approved by Eversource Energy



APPENDIX A

TNXTOWER OUTPUT

. .

Black & Veatch Corp. 6800 W. 115th St., Suite 2292

Overland Park, KS 66211 Phone:

FAX:

Job: ES-286 Ridgefield22N

Project: 403093 (Ridgefield22N) Client: Eversource Drawn by: TH App'd:

Code: TIA-222-H Date: 03/10/20 Scale: NTS Path:

C:\Users\hai92311\Desktop\Eversource\2019.11.11\Ridgefield22N\Structural\Rev. H\ES-286 Ridgefield22N Structural Analysis.eri

Dwg No. E-1

84.0 ft

34.3 ft

0.0 ft

REACTIONS - 125 mph WIND

TORQUE 1 kip-ft

5 K

SHEAR

273 kip-ft

MOMENT

5 K

AXIAL

50 mph WIND - 1.5000 in ICE

TORQUE 0 kip-ft

2 K

SHEAR

102 kip-ft

MOMENT

10 K

AXIAL

ARE FACTOREDALL REACTIONS

S

ectio

n1

2

L

en

gth

(ft)

49

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38

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N

um

be

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ide

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81

8

T

hic

kn

ess (

in)

0.1

87

50

.21

88

S

ocke

t L

en

gth

(ft)

3.7

5

T

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Dia

(in

)1

2.0

01

01

7.3

06

9

B

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ia (

in)

18

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Side Arm Mount [4' SO 701-1] 83 3' x 2" Pipe Mount 83 3' x 2" Pipe Mount 83 3' x 2" Pipe Mount 83 DB589-Y 83 CO-41A 83 ANT220F6 83 4'x3" Mount Pipe 83 ANT220F2 83 3' x 2" Pipe Mount 67 3' x 2" Pipe Mount 67 CO-41A 67 CO-41A 67 1151-3 67 Side Arm Mount [6' SO 701-1] 67 3' x 2" Pipe Mount 67DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATION Side Arm Mount [4' SO 701-1] 83

3' x 2" Pipe Mount 83



DB589-Y 83

CO-41A 83

ANT220F6 83

4'x3" Mount Pipe 83

ANT220F2 83



CO-41A 67

CO-41A 67

1151-3 67

Side Arm Mount [6' SO 701-1] 67


MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Fairfield County, Connecticut.2. Tower designed for Exposure C to the TIA-222-H Standard.3. Tower designed for a 125 mph basic wind in accordance with the TIA-222-H Standard.4. Tower is also designed for a 50 mph basic wind with 1.50 in ice. Ice is considered to

increase in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Risk Category III.7. Topographic Category 1 with Crest Height of 0.00 ft8. TOWER RATING: 52.8%



Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply:

1) Tower is located in Fairfield County, Connecticut. 2) Tower base elevation above sea level: 666.00 ft. 3) Basic wind speed of 125 mph. 4) Risk Category III. 5) Exposure Category C. 6) Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7) Topographic Category: 1. 8) Crest Height: 0.00 ft. 9) Nominal ice thickness of 1.5000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 50 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) A non-linear (P-delta) analysis was used. 16) Pressures are calculated at each section. 17) Stress ratio used in pole design is 1.05. 18) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are

not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.

Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice

Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No

Appurtenances Outside and Inside Corner Radii Are

Known

Tapered Pole Section Geometry Section Elevation

ft

Section Length

ft

Splice Length

ft

Number of

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L1 84.00-34.25 49.75 3.75 18 12.0010 18.1450 0.1875 0.7500 A572-65 (65 ksi)

L2 34.25-0.00 38.00 18 17.3069 22.0000 0.2188 0.8750 A572-65 (65 ksi)



Tapered Pole Properties Section Tip Dia.

in Area in2

I in4

r in

C in

I/C in3

J in4

It/Q in2

w in

w/t

L1 12.1572 7.0305 123.9600 4.1938 6.0965 20.3329 248.0830 3.5159 1.7822 9.505 18.3960 10.6870 435.3948 6.3749 9.2177 47.2349 871.3626 5.3445 2.8635 15.272

L2 18.0104 11.8645 437.6998 6.0663 8.7919 49.7845 875.9756 5.9334 2.6610 12.165 22.3056 15.1230 906.4437 7.7323 11.1760 81.1063 1814.0801 7.5629 3.4870 15.941

Tower

Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. Factor Af

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in


Horizontals in


Redundants in

L1 84.00-34.25

1 1 1

L2 34.25-0.00 1 1 1

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Sector Exclude From

Torque Calculation

Component

Type

Placement

ft

Total Number

Number Per Row

Start/End

Position

Width or Diamete

r in

Perimeter

in

Weight

plf

***miscl*** Safety Line 3/8 C No Surface Ar

(CaAa) 84.00 - 10.00

1 1 0.000 0.010

0.3750 0.22

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Exclude From

Torque Calculation

Component

Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

plf

***83*** LDF5-50A(7/8) C No No Inside Pole 83.00 - 0.00 2 No Ice

1/2'' Ice 1'' Ice 2'' Ice

0.00 0.00 0.00 0.00

0.33 0.33 0.33 0.33

***66*** LDF5-50A(7/8) C No No Inside Pole 67.00 - 0.00 3 No Ice

1/2'' Ice 1'' Ice 2'' Ice

0.00 0.00 0.00 0.00

0.33 0.33 0.33 0.33

*Proposed* LDF5-50A(7/8) A No No Inside Pole 82.00 - 0.00 2 No Ice

1/2'' Ice 1'' Ice 2'' Ice

0.00 0.00 0.00 0.00

0.33 0.33 0.33 0.33

Feed Line/Linear Appurtenances Section Areas



Tower Sectio

n

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K

L1 84.00-34.25 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 1.866

0.000 0.000 0.000

0.03 0.00 0.08

L2 34.25-0.00 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 0.909

0.000 0.000 0.000

0.02 0.00 0.06

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Sectio

n

Tower Elevation

ft

Face or

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K

L1 84.00-34.25 A B C

1.825 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 20.025

0.000 0.000 0.000

0.03 0.00 0.32

L2 34.25-0.00 A B C

1.614 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 9.761

0.000 0.000 0.000

0.02 0.00 0.18

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

L1 84.00-34.25 -0.0031 0.2996 -0.0142 1.3545 L2 34.25-0.00 -0.0022 0.2081 -0.0110 1.0499

Note: For pole sections, center of pressure calculations do not consider feed line shielding.

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment

Elev.

Ka No Ice

Ka Ice

L1 2 Safety Line 3/8 34.25 - 84.00

1.0000 1.0000

Discrete Tower Loads

Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustmen

t °

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

***83*** Side Arm Mount [4' SO

701-1] C None 0.0000 83.00 No Ice

1/2'' Ice

1'' Ice 2'' Ice

1.13 1.52 1.91 2.68

2.23 3.12 4.01 5.80

0.09 0.11 0.12 0.16

3' x 2'' Pipe Mount A From Face 6.00 0.0000 83.00 No Ice 0.58 0.58 0.01



Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustmen

t °

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

0.00 0.00

1/2'' Ice

1'' Ice 2'' Ice

0.77 0.97 1.39

0.77 0.97 1.39

0.02 0.02 0.05

3' x 2'' Pipe Mount B From Face 6.00 0.00 0.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

0.58 0.77 0.97 1.39

0.58 0.77 0.97 1.39

0.01 0.02 0.02 0.05

3' x 2'' Pipe Mount C From Face 6.00 0.00 0.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

0.58 0.77 0.97 1.39

0.58 0.77 0.97 1.39

0.01 0.02 0.02 0.05

DB589-Y C From Face 6.00 0.00 5.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

1.38 2.31 3.27 4.81

1.38 2.31 3.27 4.81

0.01 0.02 0.04 0.09

CO-41A A From Face 6.00 0.00 6.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

3.15 4.38 5.63 7.77

3.15 4.38 5.63 7.77

0.01 0.04 0.07 0.15

***Relocated to 67*** 1151-3 C From Face 6.00

0.00 7.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

4.18 5.73 7.30

10.48

4.18 5.73 7.30

10.48

0.02 0.05 0.09 0.20

***67*** Side Arm Mount [6' SO

701-1] C None 0.0000 67.00 No Ice

1/2'' Ice

1'' Ice 2'' Ice

1.70 2.28 2.86 4.02

3.34 4.68 6.02 8.70

0.13 0.16 0.19 0.24

3' x 2'' Pipe Mount A From Face 6.00 0.00 0.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

0.58 0.77 0.97 1.39

0.58 0.77 0.97 1.39

0.01 0.02 0.02 0.05

3' x 2'' Pipe Mount B From Face 6.00 0.00 0.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

0.58 0.77 0.97 1.39

0.58 0.77 0.97 1.39

0.01 0.02 0.02 0.05

3' x 2'' Pipe Mount C From Face 6.00 0.00 0.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

0.58 0.77 0.97 1.39

0.58 0.77 0.97 1.39

0.01 0.02 0.02 0.05

CO-41A A From Face 6.00 0.00 7.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

3.15 4.38 5.63 7.77

3.15 4.38 5.63 7.77

0.01 0.04 0.07 0.15

CO-41A B From Face 6.00 0.00 6.00

0.0000 67.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

3.15 4.38 5.63 7.77

3.15 4.38 5.63 7.77

0.01 0.04 0.07 0.15

*Proposed* ANT220F6 B From Leg 4.50

0.00 7.00

0.0000 83.00 No Ice 1/2'' Ice

3.92 5.38 6.85

3.92 5.38 6.85

0.04 0.06 0.10



Description Face or

Leg

Offset Type

Offsets: Horz

Lateral Vert

ft ft ft

Azimuth Adjustmen

t °

Placement

ft

CAAA Front

ft2

CAAA Side

ft2

Weight

K

1'' Ice 2'' Ice

9.84 9.84 0.21

4'x3'' Mount Pipe B From Leg 4.00 0.00 -1.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

1.09 1.36 1.62 2.16

1.09 1.36 1.62 2.16

0.03 0.04 0.05 0.09

ANT220F2 B From Leg 4.50 0.00 -3.00

0.0000 83.00 No Ice 1/2'' Ice

1'' Ice 2'' Ice

1.03 1.29 1.56 2.13

1.03 1.29 1.56 2.13

0.01 0.02 0.03 0.06

*** ***

Load Combinations Comb.

No. Description

1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service



Comb. No.

Description

41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service

Maximum Member Forces Sectio

n No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft

L1 84 - 34.25 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.52 -0.74 -1.54 Max. Mx 8 -2.08 -106.92 -0.35 Max. My 14 -2.08 -0.34 -106.95 Max. Vy 8 3.53 -106.92 -0.35 Max. Vx 14 3.53 -0.34 -106.95 Max. Torque 19 1.06

L2 34.25 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -9.79 -0.77 -1.70 Max. Mx 8 -4.62 -272.39 -0.37 Max. My 14 -4.62 -0.35 -272.42 Max. Vy 8 5.14 -272.39 -0.37 Max. Vx 14 5.14 -0.35 -272.42 Max. Torque 19 1.05

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Pole Max. Vert 33 9.79 -0.00 -1.74 Max. Hx 21 3.47 5.13 -0.00 Max. Hz 2 4.62 -0.00 5.13 Max. Mx 2 271.67 -0.00 5.13 Max. Mz 8 272.39 -5.13 -0.00 Max. Torsion 19 1.05 4.44 -2.57 Min. Vert 7 3.47 -4.44 2.57 Min. Hx 8 4.62 -5.13 -0.00 Min. Hz 14 4.62 -0.00 -5.13 Min. Mx 14 -272.42 -0.00 -5.13 Min. Mz 20 -271.70 5.13 -0.00 Min. Torsion 7 -1.05 -4.44 2.57

Tower Mast Reaction Summary

Load Combination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft Dead Only 3.85 0.00 0.00 0.31 -0.29 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice

4.62 0.00 -5.13 -271.67 -0.35 0.38

0.9 Dead+1.0 Wind 0 deg - No Ice

3.47 0.00 -5.13 -269.97 -0.26 0.38



Load Combination

Vertical

K

Shearx

K

Shearz

K


kip-ft


kip-ft

Torque

kip-ft 1.2 Dead+1.0 Wind 30 deg - No Ice

4.62 2.57 -4.44 -235.22 -136.37 0.82


3.47 2.57 -4.44 -233.76 -135.38 0.83


4.62 4.44 -2.57 -135.65 -235.94 1.05


3.47 4.44 -2.57 -134.85 -234.30 1.05


4.62 5.13 0.00 0.37 -272.39 0.99


3.47 5.13 0.00 0.28 -270.51 1.00


4.62 4.44 2.57 136.40 -235.94 0.67


3.47 4.44 2.57 135.40 -234.30 0.67


4.62 2.57 4.44 235.97 -136.37 0.17


3.47 2.57 4.44 234.32 -135.38 0.17


4.62 0.00 5.13 272.42 -0.35 -0.38


3.47 0.00 5.13 270.53 -0.26 -0.38


4.62 -2.57 4.44 235.97 135.68 -0.82


3.47 -2.57 4.44 234.32 134.87 -0.83


4.62 -4.44 2.57 136.40 235.25 -1.05


3.47 -4.44 2.57 135.40 233.79 -1.05


4.62 -5.13 0.00 0.37 271.70 -0.99


3.47 -5.13 0.00 0.28 269.99 -1.00


4.62 -4.44 -2.57 -135.65 235.25 -0.67


3.47 -4.44 -2.57 -134.85 233.79 -0.67


4.62 -2.57 -4.44 -235.22 135.68 -0.17


3.47 -2.57 -4.44 -233.76 134.87 -0.17

1.2 Dead+1.0 Ice+1.0 Temp 9.79 0.00 0.00 1.70 -0.77 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

9.79 0.00 -1.74 -98.26 -0.77 0.12

1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp

9.79 0.87 -1.51 -84.86 -50.75 0.32


9.79 1.51 -0.87 -48.28 -87.34 0.44


9.79 1.74 0.00 1.71 -100.73 0.44


9.79 1.51 0.87 51.69 -87.34 0.32


9.79 0.87 1.51 88.28 -50.75 0.12


9.79 0.00 1.74 101.67 -0.77 -0.12


9.79 -0.87 1.51 88.28 49.21 -0.32


9.79 -1.51 0.87 51.69 85.80 -0.44


9.79 -1.74 0.00 1.71 99.20 -0.44


9.79 -1.51 -0.87 -48.28 85.80 -0.32


9.79 -0.87 -1.51 -84.86 49.21 -0.12



Load Combination

Vertical

K

Shearx

K

Shearz

K


kip-ft


kip-ft

Torque

kip-ft Dead+Wind 0 deg - Service 3.85 0.00 -1.06 -55.58 -0.29 0.08 Dead+Wind 30 deg - Service 3.85 0.53 -0.92 -48.10 -28.24 0.17 Dead+Wind 60 deg - Service 3.85 0.92 -0.53 -27.64 -48.70 0.22 Dead+Wind 90 deg - Service 3.85 1.06 0.00 0.31 -56.19 0.21 Dead+Wind 120 deg - Service

3.85 0.92 0.53 28.26 -48.70 0.14

Dead+Wind 150 deg - Service

3.85 0.53 0.92 48.72 -28.24 0.04


3.85 0.00 1.06 56.21 -0.29 -0.08


3.85 -0.53 0.92 48.72 27.66 -0.17


3.85 -0.92 0.53 28.26 48.12 -0.22


3.85 -1.06 0.00 0.31 55.61 -0.21


3.85 -0.92 -0.53 -27.64 48.12 -0.14


3.85 -0.53 -0.92 -48.10 27.66 -0.04

Solution Summary

Load Comb.

Sum of Applied Forces Sum of Reactions % Error PX

K PY K

PZ K

PX K

PY K

PZ K

1 0.00 -3.85 0.00 0.00 3.85 0.00 0.000% 2 0.00 -4.62 -5.13 -0.00 4.62 5.13 0.000% 3 0.00 -3.47 -5.13 -0.00 3.47 5.13 0.000% 4 2.57 -4.62 -4.44 -2.57 4.62 4.44 0.000% 5 2.57 -3.47 -4.44 -2.57 3.47 4.44 0.000% 6 4.44 -4.62 -2.57 -4.44 4.62 2.57 0.000% 7 4.44 -3.47 -2.57 -4.44 3.47 2.57 0.000% 8 5.13 -4.62 0.00 -5.13 4.62 -0.00 0.000% 9 5.13 -3.47 0.00 -5.13 3.47 -0.00 0.000% 10 4.44 -4.62 2.57 -4.44 4.62 -2.57 0.000% 11 4.44 -3.47 2.57 -4.44 3.47 -2.57 0.000% 12 2.57 -4.62 4.44 -2.57 4.62 -4.44 0.000% 13 2.57 -3.47 4.44 -2.57 3.47 -4.44 0.000% 14 0.00 -4.62 5.13 -0.00 4.62 -5.13 0.000% 15 0.00 -3.47 5.13 -0.00 3.47 -5.13 0.000% 16 -2.57 -4.62 4.44 2.57 4.62 -4.44 0.000% 17 -2.57 -3.47 4.44 2.57 3.47 -4.44 0.000% 18 -4.44 -4.62 2.57 4.44 4.62 -2.57 0.000% 19 -4.44 -3.47 2.57 4.44 3.47 -2.57 0.000% 20 -5.13 -4.62 0.00 5.13 4.62 -0.00 0.000% 21 -5.13 -3.47 0.00 5.13 3.47 -0.00 0.000% 22 -4.44 -4.62 -2.57 4.44 4.62 2.57 0.000% 23 -4.44 -3.47 -2.57 4.44 3.47 2.57 0.000% 24 -2.57 -4.62 -4.44 2.57 4.62 4.44 0.000% 25 -2.57 -3.47 -4.44 2.57 3.47 4.44 0.000% 26 0.00 -9.79 0.00 -0.00 9.79 -0.00 0.000% 27 0.00 -9.79 -1.74 -0.00 9.79 1.74 0.000% 28 0.87 -9.79 -1.51 -0.87 9.79 1.51 0.000% 29 1.51 -9.79 -0.87 -1.51 9.79 0.87 0.000% 30 1.74 -9.79 0.00 -1.74 9.79 -0.00 0.000% 31 1.51 -9.79 0.87 -1.51 9.79 -0.87 0.000% 32 0.87 -9.79 1.51 -0.87 9.79 -1.51 0.000% 33 0.00 -9.79 1.74 -0.00 9.79 -1.74 0.000% 34 -0.87 -9.79 1.51 0.87 9.79 -1.51 0.000% 35 -1.51 -9.79 0.87 1.51 9.79 -0.87 0.000% 36 -1.74 -9.79 0.00 1.74 9.79 -0.00 0.000% 37 -1.51 -9.79 -0.87 1.51 9.79 0.87 0.000% 38 -0.87 -9.79 -1.51 0.87 9.79 1.51 0.000% 39 0.00 -3.85 -1.06 0.00 3.85 1.06 0.000% 40 0.53 -3.85 -0.92 -0.53 3.85 0.92 0.000%



Load

Comb.

Sum of Applied Forces Sum of Reactions % Error PX

K PY K

PZ K

PX K

PY K

PZ K

41 0.92 -3.85 -0.53 -0.92 3.85 0.53 0.000% 42 1.06 -3.85 0.00 -1.06 3.85 0.00 0.000% 43 0.92 -3.85 0.53 -0.92 3.85 -0.53 0.000% 44 0.53 -3.85 0.92 -0.53 3.85 -0.92 0.000% 45 0.00 -3.85 1.06 0.00 3.85 -1.06 0.000% 46 -0.53 -3.85 0.92 0.53 3.85 -0.92 0.000% 47 -0.92 -3.85 0.53 0.92 3.85 -0.53 0.000% 48 -1.06 -3.85 0.00 1.06 3.85 0.00 0.000% 49 -0.92 -3.85 -0.53 0.92 3.85 0.53 0.000% 50 -0.53 -3.85 -0.92 0.53 3.85 0.92 0.000%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00036066 3 Yes 4 0.00000001 0.00021032 4 Yes 5 0.00000001 0.00007528 5 Yes 5 0.00000001 0.00003093 6 Yes 5 0.00000001 0.00005202 7 Yes 5 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00089402 9 Yes 4 0.00000001 0.00052611 10 Yes 5 0.00000001 0.00007258 11 Yes 5 0.00000001 0.00002956 12 Yes 5 0.00000001 0.00005886 13 Yes 5 0.00000001 0.00000001 14 Yes 4 0.00000001 0.00036146 15 Yes 4 0.00000001 0.00021045 16 Yes 5 0.00000001 0.00005258 17 Yes 5 0.00000001 0.00000001 18 Yes 5 0.00000001 0.00008001 19 Yes 5 0.00000001 0.00003304 20 Yes 4 0.00000001 0.00089270 21 Yes 4 0.00000001 0.00052612 22 Yes 5 0.00000001 0.00005311 23 Yes 5 0.00000001 0.00000001 24 Yes 5 0.00000001 0.00006268 25 Yes 5 0.00000001 0.00000001 26 Yes 4 0.00000001 0.00003779 27 Yes 5 0.00000001 0.00008567 28 Yes 5 0.00000001 0.00013913 29 Yes 5 0.00000001 0.00012489 30 Yes 5 0.00000001 0.00010876 31 Yes 5 0.00000001 0.00015051 32 Yes 5 0.00000001 0.00013200 33 Yes 5 0.00000001 0.00009101 34 Yes 5 0.00000001 0.00012660 35 Yes 5 0.00000001 0.00015272 36 Yes 5 0.00000001 0.00010553 37 Yes 5 0.00000001 0.00011843 38 Yes 5 0.00000001 0.00012387 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00006612 41 Yes 4 0.00000001 0.00004990 42 Yes 4 0.00000001 0.00005699 43 Yes 4 0.00000001 0.00006005 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00007779 48 Yes 4 0.00000001 0.00005580 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001



Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 84 - 34.25 10.939 44 1.0208 0.0184 L2 38 - 0 2.560 44 0.5996 0.0046

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft

83.00 Side Arm Mount [4' SO 701-1] 44 10.726 1.0135 0.0180 26942 67.00 1151-3 44 7.381 0.8917 0.0126 7924

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 84 - 34.25 52.537 12 4.8662 0.0889 L2 38 - 0 12.369 12 2.8953 0.0220

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft

83.00 Side Arm Mount [4' SO 701-1] 12 51.514 4.8325 0.0872 5704 67.00 1151-3 12 35.491 4.2718 0.0607 1676

Compression Checks

Pole Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

φPn

K

Ratio Pu

φPn

L1 84 - 34.25 (1) TP18.145x12.001x0.1875 49.75 0.00 0.0 10.4113

-2.08 609.06 0.003

L2 34.25 - 0 (2) TP22x17.3069x0.2188 38.00 0.00 0.0 15.1230

-4.62 884.70 0.005



Pole Bending Design Data Section

No. Elevation

ft

Size

Mux

kip-ft

φMnx

kip-ft

Ratio Mux

φMnx

Muy

kip-ft

φMny

kip-ft

Ratio Muy

φMny

L1 84 - 34.25 (1) TP18.145x12.001x0.1875 107.06 277.48 0.386 0.00 277.48 0.000 L2 34.25 - 0 (2) TP22x17.3069x0.2188 272.53 496.47 0.549 0.00 496.47 0.000

Pole Shear Design Data Section

No. Elevation

ft

Size

Actual Vu

K

φVn

K

Ratio Vu

φVn

Actual Tu

kip-ft

φTn

kip-ft

Ratio Tu

φTn

L1 84 - 34.25 (1) TP18.145x12.001x0.1875 3.53 182.72 0.019 0.67 279.94 0.002 L2 34.25 - 0 (2) TP22x17.3069x0.2188 5.14 265.41 0.019 0.67 506.26 0.001

Pole Interaction Design Data Section

No. Elevation

ft

Ratio Pu

φPn

Ratio Mux

φMnx

Ratio Muy

φMny

Ratio Vu

φVn

Ratio Tu

φTn

Comb. Stress Ratio

Allow. Stress Ratio

Criteria

L1 84 - 34.25 (1) 0.003 0.386 0.000 0.019 0.002 0.390 1.050 4.8.2 L2 34.25 - 0 (2) 0.005 0.549 0.000 0.019 0.001 0.555 1.050 4.8.2

Section Capacity Table

Section

No.

Elevation ft

Component Type

Size Critical Element

P K

øPallow

K %

Capacity Pass Fail

L1 84 - 34.25 Pole TP18.145x12.001x0.1875 1 -2.08 639.52 37.1 Pass L2 34.25 - 0 Pole TP22x17.3069x0.2188 2 -4.62 928.93 52.8 Pass Summary Pole (L2) 52.8 Pass RATING = 52.8 Pass



APPENDIX B

BASE LEVEL DRAWING



APPENDIX C

ADDITIONAL CALCULATIONS

Monopole Base Plate Connection

*TIA-222-H Section 15.5 Applied

#VALUE!

Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)

(6) 1-3/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 27.96" BC Pu_c = 78.82 φPn_c = 162.36 Stress Rating

Vu = 0.83 φVn = 73.06 48.1%

Base Plate Data Mu = 1.15 φMn = 60.29 Pass

32.84" OD x 2.25" Plate (A572-50; Fy=50 ksi, Fu=65 ksi)

Base Plate Summary

Stiffener Data Max Stress (ksi): 10.76 (Flexural)

N/A Allowable Stress (ksi): 45

Stress Rating: 22.8% Pass

Pole Data

22" x 0.21875" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)

5.00

5.00

Adjusted Pole Reactions

ES-074

Applied Loads

NewMilfordRS

Analysis Considerations

Site Info

TIA-222 Revision H

Grout Considered: No

Analysis ResultsConnection Properties

Iar (in) 2.125

Moment (kip-ft) 273.00

Axial Force (kips) 5.00

Shear Force (kips) 5.00

Moment (kip-ft)

Axial Force (kips)

Shear Force (kips)

0.00

version 3.6.1 Analysis Date: 3/10/2020

Tower Type:

5 kips Capacity Demand Rating* Check

5 kips 118.94 0.00 0.0% Pass

81.56 5.00 5.8% Pass

6.00 1.71 28.4% Pass

273 ft-kips 650.56 305.50 47.0% Pass

84 ft 1147.94 293.00 24.3% Pass

ft 1063.71 0.00 0.0% Pass

6 in 7592.08 16.45 0.2% Pass

in 424.27 80.97 18.2% Pass

235.14 25.18 10.2% Pass

0.164 0.013 7.4% Pass

Circular 487.12 175.80 34.4% Pass

4.5 ft 0.164 0.000 0.0% Pass

0.5 ft 487.12 0.00 0.0% Pass

9

12

4 Soil Rating*: 47.0%

7 Structural Rating*: 34.4%

Tie

6 in

5.5 ft

12 ft

2 ft

4

9

6

11

3 in

60 ksi

3 ksi

150 pcf

125 pcf

8.000 ksf <--Toggle between Gross and Net

ksf

34 degrees

0.6

3.50 ft

No

N/A ft

Uplift, Puplift:

Base Shear, Vu_comp:

Groundwater Depth, gw:

Rebar Grade, Fy:

Dry Concrete Density, δc:

Depth, D:

Pad Width, W:

Pad Thickness, T:

Pad Rebar Size (Bottom), Sp:

Pad Rebar Quantity (Bottom), mp:

Pad Clear Cover, ccpad:

Material Properties

Soil Properties

Friction Angle, ϕ:

Moment, Mu:

Flexural 2-way (Tension) (kip*ft)

Pad Shear - 2-way (Uplift) (ksi)

Pier Properties

BP Dist. Above Fdn, bpdist:

Bolt Circle / Bearing Plate Width, BC:

Flexural 2-way (Comp) (kip*ft)

Block Foundation?:

Pad Shear - 2-way (Comp) (ksi)

Pier Flexure (Tension) (kip*ft)

Overturning (kip*ft)

Pad Flexure (kip*ft)

Pad Shear - 1-way (kips)

Pier Compression (kip)

Pier and Pad Foundation

Compression, Pcomp:

TIA-222 Revision:

Superstructure Analysis Reactions

H

Monopole

ES-286

Ridgefield22N

Pier Flexure (Comp.) (kip*ft)

Lateral (Sliding) (kips)

Bearing Pressure (ksf)

Uplift (kips)

Foundation Analysis Checks

Neglected Depth, N:

Uplift Shear, Vu_uplift:

Pier Shape:

Tower Height, H:

Base Face Width, BW:

Cohesion, Cu:

Ultimate Gross Bearing, Qult:

Pad Rebar Size (Top), Sptop:

Pad Top Rebar Quantity (Top), mptop:

Top & Bot. Pad Rein. Different?:

*Rating per TIA-222-H Section

15.5

Foundation Bearing on Rock?

SPT Blow Count, Nblows:

Base Friction, μ:

Pier Diameter, dpier:

Ext. Above Grade, E:

Pier Rebar Size, Sc:

Total Soil Unit Weight, γ:

Pier Rebar Quantity, mc:

Concrete Compressive Strength, F'c:

Pier Tie/Spiral Quantity, mt:

Pier Reinforcement Type:

Pier Clear Cover, ccpier:

Pad Properties

Pier Tie/Spiral Size, St:

Version 3.3.1

TIA-222- H ACI : 2014

hpier_above = (MIN(gw,D-T) + E) hpier_above = 4 ft

hpier_below = ((D-T) - MIN(gw,D-T)) hpier_below = 0 ft

Wpier = Wpier = 9.54 kips

hpad_above = IF(gw<=D-T,0,IF(gw>D,T,T-(D-gw))) hpad_above = 2 ft

hpad_below = (T-IF(gw<=D-T,0,IF(gw>D,T,T-(D-gw)))) hpad_below = 0 ft

Wpad = Wpad = 43.20 kips

Wc = V * δc Wc = 52.7 kips

Ws = (D - T) * (W² - (dpier² / 4 * π)) * γ Ws = 56.0 kips

LF = 1 LF = 1.00

Hcohesionless = T / 2 Hcohesionless = 1.00 ft

Hsilty = (D-T)+T/2 Hsilty = 4.50 ft

Total Nominal Pp Resistance: Pp_total = Pp_pier *Ap_pier + Pp_pad * Ap_pad Pp_total = 47.75 kips

Factored Total Weight for Compression: Pfactored_comp = φD * (Wc + Ws + Pcomp / 1.2) Pfactored_comp = 101.66 kips

Rs_comp = P * µ Rs_comp = 60.99 kips

Va_comp = Φs * (Pp_total + Rs_comp) Va_comp = 81.56 kips

Check Va_comp = 81.56 kips >= Vu_comp = 5.00 kips RATING: 6.13%

A1 = dpier^2 * π/4 A1 = 2290.22 in²

Support Area (2H:1V Slope): A2 = (MIN(W, dpier + 4 * T))²*(π/4) A2 = 16286.02 in²

ΦPn1 = 0.65*0.85 * F'c * A1 * MIN(√(A2/A1),2) ΦPn1 = 7592.08 kips

s_pier = 9 db_pier = 1.128 in

m_pier = 12 Ab_pier = 1 in2

As_pier = Ab_pier * m_pier As_pier = 12.00 in2

ΦPn2 = ΦPn2 = 3395.32 kips

H/D = (D - T + E) / dpier H/D = 0.89

ΦPn = Pn1 ΦPn = 7592.08 kips

Pu = Pcomp + 1.2 * Wpier Pu = 16.45 kips

Check ΦPn = 7592.08 kips >= Pu = 16.45 kips RATING: 0.22%

Ag = dpier² * π / 4 Ag = 2290.22 in2

Asmin_pier = Ag * 0.005 Asmin_pier = 11.45 in2

do = dpier - 2 * cc - 2 * tie - db do = 39.87 in

Check As_pier = 12.00 in2

>= Asmin_pier = 11.45 in2

Mu_comp = (D - T + E) * Vu + Mu Mu_comp = 293.00 ft-kips

ΦMn_comp = from DSMC ΦMn_comp = 1147.94 ft-kips

Check Mu_comp = 293.00 ft-kips >= ΦMn_comp = 1147.94 ft-kips RATING: 25.52%

Pier Height Above Water Table:

PHYSICAL PARAMETERS

Pier Height Below Water Table:

Buoyant Weight of Pier: (π/4) * (dpier^2) * hpier_above * δc / 1000 + (π/4) * (dpier^2) * hpier_below * (δc-62.4) / 1000

Pad Height Above Water Table:

Pad Height Below Water Table:

Buoyant Weight of Pad: (W^2) * hpad_above * δc / 1000 + (W^2) * hpad_below * (δc-62.4) / 1000

Concrete weight:

Soil weight:

EIA/TIA-222 Load Factor:

LATERAL RESISTANCE

Nominal Base Friction Resistance (Comp):

Lateral Resistance (Comp):

OK

Rebar:

Provided area of steel:

Compressive Resistance (H/D >= 3):

Utilized Compressive Resistance:

Applied Compressive Force:

OK

0.65 * 0.8 * (0.85 * (F\c) * (A_1 - As_pier) + ((Fy) * As_pier))

PIER REINFORCEMENT

Pier / Column Compression

Pier Cross-Sectional Area:

Compressive Resistance (H/D < 3):

Pier Flexure

Cross-sectional area:

Min. area of steel (pier):

OK

OK

Applied Moment to DSMC (Compression):

Pier Moment Capacity (Compression):

Cage Diameter:

Elastic Bearing Pressure for Soil Checks

PAD REINFORCEMENT

Soil Depth from Top of Pad to Mid. Layer

(Cohesionless Soil):

Soil Depth from Grade to Mid. Layer (Silty Soil):

Overturning Moment: Mo = M + Vu_comp * (D + E + bpdist/12) Mo = 305.50 ft-kips

Compressive Load for Bearing: Pbearing = Wc + Ws + Pcomp / 1.2 Pbearing = 112.95 kips

Load Eccentricity (0.9*D LC): ec_0.9 = Mo / 0.9*Pbearing ec_0.9 = 3.01 ft L/6 < e <= L/2

Load Eccentricity (1.2*D LC): ec_1.2 = Mo / 1.2*Pbearing ec_1.2 = 2.25 ft L/6 < e <= L/2

Elastic Section Modulus: S = W³ / 6 S = 288.00 ft³

Positive Pressure 0.9*D LC): Ppos_0.9 = 0.9*Pbearing / Area + Mo / S Ppos_st_0.9 = 1.77 ksf

Positive Pressure (1.2*D LC): Ppos_1.2 = 1.2*Pbearing / Area + Mo / S Ppos_st_1.2 = 2.00 ksf

Negative Pressure (0.9*D LC): Pneg_0.9 = 0.9*Pbearing / Area - Mo / S Pneg_st_0.9 = -0.35 ksf

Note: The stress resultant is NOT within the kern. Bearing area has been adjusted below.

Negative Pressure (1.2*D LC): Pneg_1.2 = 1.2*Pbearing / Area - Mo / S Pneg_st_1.2 = -0.12 ksf

Note: The stress resultant is NOT within the kern. Bearing area has been adjusted below.

Padj_0.9 = 2*0.9*Pbearing/(3*W*(W/2-ec_0.9)) Padj_0.9 = 1.89 ksf

Padj_1.2 = 2*1.2*Pbearing/(3*W*(W/2-ec_0.9)) Padj_1.2 = 2.01 ksf

Maximum Pressure (0.9*D LC): qu1_0.9 = IF(Pneg ≥ 0, Ppos , Padj) qu_st_0.9 = 1.89 ksf

Maximum Pressure (1.2*D LC): qu1_1.2 = IF(Pneg ≥ 0, Ppos , Padj) qu_st_1.2 = 2.01 ksf

s_pad = 6 Equally spaced; db_pad = 0.75 in

m_pad = 11 bottom layer in one direction Ab_pad = 0.44 in2

dc = T - cc - 1.5 * db dc = 19.9 in

d' = W / 2 - dpier / 2 d' = 3.8 ft

d'' = d' - dc / 12 d'' = 2.09 ft

L' _0.9 = (W / 2 - ec_0.9) * 3 L' _0.9 = 8.98 ft

L' _1.2 = (W / 2 - ec_1.2) * 3 L' _1.2 = 11.24 ft

sqs_0.9 = IF(L' > W, (Ppos - Pneg) / W, qu / L') sqs_0.9 = 0.21 kcf

sqs_1.2 = IF(L' > W, (Ppos - Pneg) / W, qu / L') sqs_1.2 = 0.18 kcf

Vn1 = 2 * W * √(F'c*1000) * dc Vn1 = 313.52 kips

φshear = 0.75 φshear = 0.75

φVn1 = φshear * Vn1 φVn1 = 235.14 kips

Resisting Weight above Critical Section: Thickness (ft) Unit Weight (kcf)Weight (kip) (0.9*D LC)

Weight (kip) (1.2*D LC)

Soil Above Water Table: 3.5 0.125 9.89 13.19Soil Below Water Table: 0 0.063 0.00 0.00Pad Above Water Table: 2 0.150 6.78 9.05Pad Below Water Table: 0 0.088 0.00 0.00

Total: 16.68 22.24

Vu1_0.9 = Vu1_0.9 = 25.18 kips

Vu1_1.2 = Vu1_1.2 = 23.56 kips

Check φVn1 = 235.14 kips >= Vu1 = 25.18 kips RATING: 10.71%

Pier Shape: Pier Shape: Circular Pier Shape: Circular

Pier Diameter: dpier1 = dpier * 12 in / ft dpier1 = 54.00 in

Equivalent Square Pier Diameter: dpier_sq = √π / 2 * dpier dpier_sq = 47.86 in

Avg. Effective Depth for Punching Shear: dc_2 = T - ccpad - AVERAGE(0.5 * db_pad , 1.5 * db_pad) dc_2 = 20.25 in

Area of Concrete in Shear: Ac = ((dpier1 + dc_2)*PI()) * dc_2 Ac = 4723.58 in2

Eq. Square Area of Concrete in Shear: Ac_sq = (4*(dpier_sq+dc_2))*dc_2 Ac_sq = 5516.61 in2

Factor of transfer of Moment: ϒf = 1/(1+(2/3)*√(dpier1/dpier1)) ϒf = 0.60

Factor of transfer of eccentricity of Shear: ϒv = 1 - ϒf ϒv = 0.40

Moment applied at base of Pier: Mv = Mu_comp * 12 in / ft Mv = 3516.00 kip*in

sqs_1.2 * MIN(L'_1.2,d'') * (W / 2 - dpier / 2 - dc) * W

sqs_0.9 * MIN(L'_0.9,d'') * (W / 2 - dpier / 2 - dc) * W

Applied Shear (1.2*D LC):

Applied Shear (0.9*D LC):

OK

Adjusted Pressure (1.2*D LC):

Adjusted Pressure (0.9*D LC):

Rebar:

Effective depth:

Distance to qs (0.9D LC):

One-Way Shear

Distance from Edge of Pad to Column Face:

Distance from Edge of Pad to dc from Column

Face:

Slope of qs (0.9*D LC):

Distance to qs (1.2D LC):

Slope of qs (1.2*D LC):

Nominal Shear Strength:

Shear Reduction Factor:

Design Shear Strength:

Two-Way Shear (Compression)

Jc_1 = Jc_1 = 5628915.12 in4

Jc_sq = Jc_sq = 4359017.90 in4

qu_AB_1.2 = qu_AB_1.2 = 0.00 ksi

qu_CD_1.2 = qu_CD_1.2 = 0.00 ksi

qu_AB_1.2_sq = qu_AB_1.2_sq = 0.00 ksi

qu_CD_1.2_sq = qu_CD_1.2_sq = 0.00 ksi

Applied Shear Force (1.2*D LC): Vu_1.2 = 1.2*Wpier + 1.2 * IF(OR($B$1="G",$B$1="H"), Pcomp / 1.2, Pcomp) Vu_1.2 = 16.45 kip

Controlling Shear Stress (1.2*D LC):

vu_1.2_controlling =vu_1.2_controlling = 0.013 ksi

Eq. Sq. Controlling Shear Stress (1.2*D LC): vu_1.2_controlling_sq = vu_1.2_controlling_sq = 0.014 ksi

Shear Stress Capacity: Φvn = φs * 4 * (√F'c*1000) / 1000 Φvn = 0.164 ksi

Check Φvn = 0.164 ksi >= vu_demand = 0.013 ksi RATING: 7.76%

Effective Pad Width: b_pad = MIN(dpier+3*T,W) b_pad = 10.5 ft

Bar Spacing: Bs_pad = Bs_pad (see design checks below) Bs_pad = 13.73 in

Fraction of Bars in Effective Width: m_effective = IF(b_pad=W,mp,12*b_pad/Bs_pad) m_effective = 9.18

Area of Steel in Effective Width: As_effective = VLOOKUP(Sp,Ref!$A$2:$C$12,3,0)*m_effective As_effective = 4.04 in²

a_effective = As_effective * Fy / (0.85 * F'c * b_slab*12) a_effective = 0.75 in

βpad = βpad (see design checks below) βpad = 0.85

c_effective = a_effective / βpad c_effective = 0.89

dc = dc (see One-Way Shear check above) dc = 19.875 in

Es = 29000 ksi Es = 29000 ksi

εs_effective = 0.003 * (dc-c) / c εs_effective = 0.06419 in/in

εc = Fy / Es εc = 0.00207 in/in

εt = 0.005 εt = 0.00500 in/in

φflex_effective = IF(εs>=εt,0.9,IF(εs<=εc,0.65,0.65+(0.9-0.65)*((εs-εc)/(εt-εc)))) φflex_effective = 0.9

Mn_effective = As_effective * (Fy) * (dc - a_effective / 2) * (1/12) Mn_effective = 393.79 ft-kips

φMn_effective = φflex_effective * Mn_effective φMn_effective = 354.41 ft-kips

Bar Spacing: Bs_pad_top = (W*12 - 2 * ccpad - VLOOKUP(sptop,Ref!$A$2:$C$12,2,0)) / (mptop - 1) Bs_pad_top = 17.19 in

Fraction of Bars in Effective Width: m_effective_top = IF(b_pad=W,mptop,12*b_pad/Bs_pad_top) m_effective_top = 7.33

Area of Steel in Effective Width: As_effective_top = VLOOKUP(sptop,Ref!$A$2:$C$12,3,0)*m_effective_top As_effective_top = 1.47 in²

a_effective_top = As_effective_top * Fy / (0.85 * F'c * b_slab*12) a_effective_top = 0.27 in

c_effective_top = a_effective_top / βpad c_effective_top = 0.32

dc_top = T *12 - ccpad - 1.5 * VLOOKUP(sptop,Ref!$A$2:$C$12,2,0) dc_top = 20.25 in

εs_effective_top = 0.003 * (dc_top - c_effective_top) / c_effective_top εs_effective_top = 0.18560 in/in

φflex_effective_top = IF(εs_top>=εt,0.9,IF(εs_top<=εc,0.65,0.65+(0.9-0.65)*((εs_top-εc)/(εt-εc)))) φflex_effective_top = 0.9

Mn_effective_top = As_effective_top * (Fy) * (dc_top - a_effective_top / 2) * (1/12) Mn_effective_top = 147.45 ft-kips

φMn_effective_top = φflex_effective * Mn_effective φMn_effective_top = 132.70 ft-kips

Applied Moment: Yf*Mu_comp = Yf*Mu_comp Yf*Mu_comp = 175.8 ft-kips

Check φMn_effective = 487.12 ksi >= Yf*Mu_comp = 175.80 ksi RATING: 36.09%

Depth of Equivalent Rectangular Stress Block:

Distance from Top to Nuetral Axis:

Effective depth:

Strain in Steel:

Flexure Strength Reduction Factor:

Nominal Flexural Strength:

Design Flexural Strength:

OK

Polar Moment of Inertia at assumed Critical

Section:

Eq. Square Polar Moment of Inertia at

assumed Critical Section:

Net Bearing Resistance at front of Pier (1.2*D

LC):

Net Bearing Resistance at rear of Pier (1.2*D

LC):

Net Bearing Resistance at front of Pier_sq

(1.2*D LC):

Net Bearing Resistance at rear of Pier_sq

(1.2*D LC):

MAX((qu_st_1.2 - sqs_1.2*(W/2 + (dpier1/12+dc_2/12)/2) - 1.2*(Wpad+Ws)/Area)/144,0)

MAX((qu_st_1.2 - sqs_1.2*(W/2 - (dpier1/12+dc_2/12)/2) - 1.2*(Wpad+Ws)/Area)/144,0)

MAX((qu_st_1.2 - sqs_1.2*(W/2 - (dpier_sq/12+MIN(dc_2,(T*12)*3)/12)/2) - 1.2*(Wpad+Ws)/Area)/144,0)

MAX((qu_st_1.2 - sqs_1.2*(W/2 + (dpier_sq/12+dc_2/12)/2) - 1.2*(Wpad+Ws)/Area)/144,0)

OK

(dc_2*(dpier1+dc_2)^3)/6 + ((dpier1+dc_2)*(dc_2^3))/6 + (dc_2*(dpier1+dc_2)*(dpier1+dc_2)^2)/2

(dc_2*(dpier_sq+dc_2)^3)/6 + ((dpier_sq+dc_2)*(dc_2^3))/6 + (dc_2*(dpier_sq+dc_2)*(dpier_sq+dc_2)^2)/2


Effective depth:

Two-Way Shear (Compression, Flexural Component) [BOTTOM REINFORCEMENT]



Modulus of Elasticity of Steel:

Strain in Steel:

Compression-Controlled Strain Limit::

Tension-Controlled Strain Limit::



Two-Way Shear (Compression, Flexural Component) [TOP REINFORCEMENT]

MAX(0,IF(L\_0.9 <= W/2 + dpier/2 + (dc_2/12)/2, 0, Vu_0.9/Ac + ( ϒv * Mv * (dpier1 + dc_2)/2) / Jc_1 - MIN(qu_AB_0.9,qu_CD_0.9)))

MAX(0,Vu_1.2/Ac_sq + (ϒv * Mv * (dpier_sq + dc_2)/2) / Jc_sq - MIN(qu_AB_1.2_sq,qu_CD_1.2_sq))

bpad = bpad = 0.85

As_pad = Ab_pad * m_pad As_pad = 4.84 in2

a = As_pad * Fy / (0.85 * F'c * W) a = 0.79 in

c = a / βpad c = 0.93 in

Es = 29000 ksi Es = 29000 ksi

εs = 0.003 * (dc-c) / c εs = 0.06108 in/in

εc = Fy / Es εc = 0.00207 in/in

εt = 0.005 εt = 0.00500 in/in

φflex = IF(εs>=εt,0.9,IF(εs<=εc,0.65,0.65+(0.9-0.65)*((εs-εc)/(εt-εc)))) φflex = 0.9

Mn = As_pad * (Fy) * (dc - a / 2) * (1/12) Mn = 471.41 ft-kips

φMn = φflex * Mn φMn = 424.27 ft-kips

Bearing Press. at Crit. Section (0.9*D LC): qmid_0.9 = qu_st_0.9 - sqs_0.9 * d' qmid_0.9 = 1.10 ksf

Bearing Press. at Crit. Section (1.2*D LC): qmid_1.2 = qu_st_1.2 - sqs_1.2 * d' qmid_1.2 = 1.34 ksf

Resisting Weight above Critical Section: Thickness (ft) Unit Weight (kcf)Weight (kip) (0.9*D LC)

Weight (kip) (1.2*D LC)

Moment Arm (ft)Resisting

Moment (ft-kips) (0.9*D LC)

Resisting Moment (ft-kips) (1.2*D

LC)Soil Above Water Table: 3.5 0.125 17.72 23.63 1.875 33.22 44.296875Soil Below Water Table: 0 0.063 0.00 0.00 1.875 0.00 0Pad Above Water Table: 2 0.150 12.15 16.20 1.875 22.78 30.375Pad Below Water Table: 0 0.088 0.00 0.00 1.875 0.00 0

Total: 29.87 39.83 56.00 74.67

Factored Bending Moment (0.9*D LC): Mu_pad_0.9 = Mu_pad_0.9 = 80.97 ft-kips

Factored Bending Moment (1.2*D LC): Mu_pad_1.2 = Mu_pad_1.2 = 76.07 ft-kips

Check φMn = 424.27 ft-kips >= Mu_pad = 80.97 ft-kips RATING: 19.09%

ac = if space under bar > 12", 1.3, else use 1.0 ac = 1.3

bc = for non- epoxy coated, use 1.0 bc = 1.0

abc = abc = 1.3

gc = if bar size is 6 or less, 0.8, else use 1.0 gc = 1

λc = 1.0 λc = 1.0

c_c = use smaller of half of bar spacing or concrete cover c_c = 5.2 in

ktr_c = 0 in (per simplification) ktr_c = 0 in

cc' = MIN( 2.5, (c_c + ktr_c) / db_c) cc' = 2.500

Rc = Ast_c / As_c Rc = 0.95

Ldt'_c = (3 / 40) * (Fy*1000 / √(F'c*1000)) * αβ_c * γ_c * λ_c * R_c * db_c / c_c' Ldt'_c = 45.99 in

Ld_min = 12 inches Ld_min = 12.0 in

Ldt_c = MAX( Ld_min, Ldt'_c ) Ldt_c = 45.99 in

Ldc'_c = 0.02 * db_c * Fy*1000 / √(F'c*1000) Ldc'_c = 24.71 in



Pad Flexure (Net Bearing Pressure)

((0.5*(qu_1.2-qmid_1.2))*(d\^2)*(2/3)+(0.5*qmid_1.2*(d\^2))-(0.5*Wg_1.2*(d\^2)))*W

IF(F'c <= 4, 0.85, IF(F'c >= 8, 0.65, 0.85 - (F'c - 4) * 0.05))

Strain in Steel:

Compression-Controlled Strain Limit::

Modulus of Elasticity of Steel:

Tension-Controlled Strain Limit::




Minimum length:

Development length:

Development (comp.):

Vertical Rebar Development Length

Reinforcement location:

Epoxy coating:

product of α x β not to exceed 1.7

Reinforcement size:

Light weight concrete:

Spacing/cover:

Transverse bars:

Max term:

Excess reinforcement:

Development (tensile):

OK

PIER DESIGN CHECKS

Max term:

((0.5*(qu_0.9-qmid_0.9))*(d\^2)*(2/3)+(0.5*qmid_0.9*(d\^2))-(0.5*Wg_0.9*(d\^2)))*W

Provided Steel:

Ldc''_c = 0.0003 * db_c * Fy*1000 Ldc''_c = 20.30 in

Ldc_c = MAX( 8, Ldc'_c, Ldc''_c) Ldc_c = 24.71 in

Lvc = D - T + E - cc Lvc = 42.0 in

ah = =if bar <= 11, and cc >= 2.5", use 0.7, else use 1.0 ah = 0.7

bh = for non- epoxy coated, use 1.0 bh = 1.0

λh = 1.0 λh = 1.0

Ldh' = 0.02 * αh * βh * λh * Fy*1000 / √(F'c*1000) * db_c Ldh' = 17.3 in

Ldh_min = the larger of: 8 * d b or 6 in Ldh_min = 9.0 in

Ldh = MAX( Ldh_min, Ldh') Ldh = 17.3 in

Check Lvp = 21.00 in >= Ldh = 17.30 in

Lh_tail = 12 * db beyond the bend radius Lh_tail = 19.2 in

Lh_pad = (W - dpier) / 2 + ccpier - ccpad Lh_pad = 48 in

Check Lh_pad = 48.00 in >= Ldh_tail = 19.18 in

s_t_min =IF(s_c <= 10, 3, 4) s_t_min = 3

[ACI 7.10.5.1]

z_seismic = 0.5 if the SDC is A, B, or C, else 1.0 z_seismic = 0.5

s_t = 4 db_t = 0.5 in

m_t = 7 Ab_t = 0.2 in2

Bs_t_max1 = 8 / z * db_c Bs_t_max1 = 18.048 in

Bs_t_max2 = 24 / z * db_t Bs_t_max2 = 24 in

Tie parameters:

Allowable tie spacing

Development length:

Length available in pier:


Minimum length:

Development length:

Minimum size:

Bar size & clear cover:

per vertical rebar:

Epoxy coating:

Development (hook):

OK

z factor:

per tie size:

Vertical Rebar Hook Ending

Hook tail length:

Length available in pad:

OK

Pier Ties

Bs_t_max3 = di / (4 * z²) Bs_t_max3 = 54 in

Bs_t_max4 = 12" in active seismic zones, else 18" Bs_t_max4 = 18 in

Bs_t_max = MIN( Bs_t_max1, Bs_t_max2, Bs_t_max3, Bs_t_max4) Bs_t_max = 18 in

m_t_min = (D - T + E) / Bs_t_max + 2 m_t_min = 5.00

Check m_t = 7.00 >= m_t_min = 5.00

Bs_pad = (W - 2 * cc - db) / (m - 1) Bs_pad = 13.73 in

Check 18" >= Bs_p = 13.73 in >= 2"

ap = if space under bar > 12", 1.3, else use 1.0 ap = 1.3

bp = for non- epoxy coated, use 1.0 bp = 1.0

abp = abp = 1.3

gp = if bar size is 6 or less, 0.8, else use 1.0 gp = 0.8

λp = 1.0 λp = 1.0

cp = use smaller of half of bar spacing or concrete cover cp = 3.38 in

ktr_p = 0 in (simplification) ktr_p = 0 in

cp' = MIN( 2.5, (c + ktr) / db) cp' = 2.500

Mnr = Mu_pad / φflex Mnr = 90.0 ft-kips

Ast_p' = Mn / (φt * Fy * dc) Ast_p' = 1.006 in2

ap = Ast' * Fy / (β * F'c * W) ap = 0.16 in

Ast_p_st = Mnr / (Fy * (dc - ap / 2)) Ast_p_st = 0.909 in2

Rp = Ast_p / As_p Rp = 1.29

Ld = (3 / 40) * (Fy*1000 / √(F'c*1000)) * αβ * γ * λ * R * db / c' Ld = 32.95 in

Ld_min = 12 inches Ld_min = 12.0 in

Ldp = MAX( Ld_min, Ldp' ) Ldp = 32.95 in

Lpad = W / 2 - dpier / 2 - ccpad Lpad = 42.00 in

Check Lpad = 42.00 in >= Ldp = 32.95 in

Reinforcement location:

Bar Separation

Bar separation:

per seismic zone:

Epoxy coating:

Max term:

Development length:

Length available in pad:

Steel estimate:

Required steel:

product of α x β not to exceed 1.7

OK

Excess reinforcement:

Minimum length:

Development (tensile):

Reinforcement size:


Spacing/cover:

Transverse bars:

Max term:

Required moment (φt = 0.9):

OK

Pad Development Length

PAD DESIGN CHECKS

OK

Maximum tie spacing:

per pier diameter:

Minimum required ties:

Site Data

ES-286 H

Ridgefield22N 293 ft-kips (* Note)

5 kips

Comp.

For M (WL): 1.00

For P (DL): 1.00 Load Factor

1.00 Mu: 293 ft-kips

1.00 Pu: 5 kips

Concrete:

4.5 ft

2290.2 in2

3000 psi

60 ksi

Reinforcement: 29000 ksi

6.00 in 0.00207

Horiz. Tie Bar Size= 4 0.003

3.32 ft

39.87 in 2014

9

1.13 in Solve <-- Press Upon Completing All Input

1 in2

(Run)

12

As Total= 12 in2

Results:A s/ Aconc, Rho: 0.0052 0.52% Governing Orientation Case: 1

ACI 10.5 , ACI 21.10.4, and IBC 1810.

Min As for Flexural, Tension Controlled, Shafts:

(3)*(Sqrt(f'c)/Fy: 0.0027

200 / Fy: 0.0033

Minimum Rho Check:

Assumed Min. Rho: 0.50%

Provided Rho: 0.52% OK Dist. From Edge to Neutral Axis: 9.29 in

Extreme Steel Strain, єt: 0.0119

Reduction Factor,φ: 0.900

Ref. Shaft Max Axial Capacities, φ Max(Pn or Tn):

Output Note: Negative Pu=Tension

3395.32 kips For Axial Compression, φ Pn = Pu: 4.50 kips

1278.88 ft-kips Drilled Shaft Moment Capacity, φMn: 1147.94 ft-kips

Drilled Shaft Superimposed Mu: 293.00 ft-kips

648 kips

0.00 ft-kips 25.5%

Pier Diameter = Material Properties

Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F, G, or H

Note: Shaft assumed to have ties, not spiral, transverse reinforcing

Maximum Shaft Superimposed Forces

TIA Revision:

Max. Factored Shaft Mu:

Max. Factored Shaft Pu:

Max Axial Force Type:

Loads Already Factored

Shaft Factored Loads

Pier Properties

(*) Note: Max Shaft Superimposed Moment does not necessarily equal

to the shaft top reaction moment

Concrete Area = Concrete Comp. strength, f'c =

Reinforcement yield strength, Fy =

Reinforcing Modulus of Elasticity, E =

Clear Cover to Tie= Reinforcement yield strain =

єt > 0.0050, Tension Controlled

Limiting compressive strain =

Vert. Cage Diameter = ACI 318 Code

Vert. Cage Diameter = Select Analysis ACI Code=

Vertical Bar Size =

Bar Diameter =

Bar Area =

Number of Bars =

Case 1 Case 2

Max Pu = (φ=0.65) Pn. Pn

per ACI 318 (10-2)

at Mu=(φ=0.65)Mn=

Max Tu, (φ=0.9) Tn =

at Mu=φ=(0.90)Mn= (Mu/φMn, Drilled Shaft Flexure CSR:

Mu Mu

EQ EQ

SOLVE

Maximum Allowable Moment of a Circular PierCase 1 Case 2

Pu: 5 kips (from Results Tab) Reduction factor, φ2002 = 0.9 0.9 <-- φ based on ACI 318 2002, Section 9.3.2.2 and corresponding comentaries. Transition zone equation for ties: φ=0.48+83(єt). Transition zone equation for spirals: φ=0.57+67(єt).

Axial Force type: Comp. (from Results Tab) Reduction factor, φ2005 = 0.9 0.9 <-- φ based on ACI 318 2005, Section 9.3.2.2 and corresponding comentaries. Transition zone equation for ties: φ=0.65+((єt)-0.002)(250/3). Transition zone equation for spirals: φ=0.70+((єt)-0.002)(200/3).

Reduction factor, φ2014 = 0.9 0.9 <-- φ based on ACI 318 2014, Section 21.2 and corresponding comentaries. Transition zone equation for ties: φ=0.65+0.25((єt-єty)/(0.005-єty). Transition zone equation for spirals: φ=0.75+0.15((єt-єty)/(0.005-єty).

For Internal Calculations: Actual Reduction Factor,f, per selected ACI code: 0.9 0.9

-5.00 kips

Case 1: Single Bar Near the Extreme Fiber Case 2: (2) Equidistant Bars Near the Extreme Fiber

Case 3: = Case 1, but Pu set at Max Axial Compression per ACI 318 (10-2) and phi=0.65.

General Sketch (Variables) for both cases

Neutral Axis Neutral Axis Neutral Axis

9.34 in 9.29 in 48.80 in

0.85 0.85 0.85

7.94 in 7.89 in 41.48 in

17.66 in 17.71 in -21.80 in

Compression Zone Compression Zone Compression Zone

1.00 in2

2.00 in2

9.00 in2

equivalent compression zone and edge of pier = 45.10 deg <-- 1/2 of total angle equivalent compression zone and edge of pier = 44.95 deg <-- 1/2 of total angle equivalent compression zone and edge of pier = 122.43 deg <-- 1/2 of total angle

209.28 in2

207.45 in2

1887.78 in2

533.67 kips <-- φ Not Involved = Concrete Pn 529.01 kips <-- φ Not Involved = Concrete Pn 4813.83 kips <-- φ Not Involved = Concrete Pn

-528.67 kips <-- φ Not Involved = Total Steel Pn -524.01 kips <-- φ Not Involved = Total Steel Pn 409.74 kips <-- φ Not Involved = Total Steel Pn

Case 1, φ= 0.900 Case 2, φ= 0.900 φ= 0.65

Axial (comp=negative), Pu = -5.00 kips <-- Pu Axial (comp=negative), Pu = -5.00 kips <-- Pu Magnified, Max Axial Comp, Pn, per ACI 318 (10-2)/(φ=0.65)= -5223.57 kips <-- (Pn per ACI 10-2)/φ

Balance Force in concrete, Fs+Fu = -533.67 kips Balance Force in concrete, Fs+Fu = -529.01 kips Balance Force in concrete, Fs+Fu = -4813.83 kips

Shaft Comp. Capacity, φPn= 4.50 kips <--φ Pn=Pu Shaft Comp. Capacity, φPn= 4.50 kips <--φ Pn=Pu Shaft Comp. Capacity, (φ=0.65)Pn= 3395.32 kips <--φ Pn=Pu

Sum of the axial forces in the shaft = 0.00 kips OK Sum of the axial forces in concrete in the shaft= 0.00 kips OK Sum of the axial forces in the shaft = 0.00 kips OK

Maximum Moment Maximum Moment Maximum Moment

4662.73 in3

4627.84 in3

7889.38 in3

22.28 in 22.31 in 4.18 in

Moment of concrete in compression = 11889.95 in-kips 990.8294 ft-kips Moment of concrete in compression = 11800.98 in-kips 983.4154 ft-kips Moment of concrete in compression = 20117.91 in-kips 1676.493 ft-kips

Total reinforcement moment = 3513.44 in-kips 292.7869 ft-kips Total reinforcement moment = 3504.84 in-kips 292.0699 ft-kips Total reinforcement moment = 3492.12 in-kips 291.0097 ft-kips

Nominal Moment strength of Drilled Shaft Mn = 15403.40 in-kips Nominal Moment strength of Drilled Shaft Mn = 15305.82 in-kips Nominal Moment strength of Drilled Shaft Mn = 23610.03 in-kips

Moment Capacity of Drilled Shaft, φMn = 13863.06 in-kips 1155.255 ft-kips Moment Capacity of Drilled Shaft, φMn = 13775.24 in-kips 1147.937 ft-kips Moment Capacity of Drilled Shaft, (φ=0.65)Mn = 15346.52 in-kips 1278.877 ft-kips

1155.25 ft-kips 1147.94 ft-kips 1278.88 ft-kips

2

0.900

1147.94 ft-kips

9.29 in

0.85

-0.01195 <------------ єt > 0.0050, Tension Controlled TC

648.00 kips

3395.32 kips

Individual Bars Individual Bars

Bar

Angle

from first

bar

Distance

to center

of shaft

Distance

to neutral

axis

Distance to

equivalent

comp. zone Strain

Area of

steel in

compressi

on Stress Axial force Moment Bar

Angle from

first bar

Distance

to center

of shaft

Distance to

neutral axis

Distance

to

equivalent

comp.

zone Strain

Area of

steel in

compressi

on Stress Axial force Moment Bar

Angle

from first

bar

Distance

to center

of shaft

Distance

to neutral

axis

Distance

to

equivalent

comp.

zone Strain

Area of

steel in

compressi

on Stress Axial force Moment

# (deg) (in) (in) (in) (in^2) (ksi) (kips) (in-kips) # (deg) (in) (in) (in) (in^2) (ksi) (kips) (in-kips) # (deg) (in) (in) (in) (in^2) (ksi) (kips) (in-kips)

1 0.00 19.94 2.28 0.88 0.00073 1.00 21.21 18.66 372.02 1 15.00 19.26 1.54 0.15 0.00050 1.00 14.45 11.90 229.09 1 0.00 19.94 41.74 34.42 0.00257 1.00 60.00 57.45 1145.32

2 30.00 17.27 -0.39 -1.79 -0.00013 0.00 -3.66 -3.66 -63.27 2 45.00 14.10 -3.62 -5.01 -0.00117 0.00 -33.90 -33.90 -477.88 2 30.00 17.27 39.07 31.75 0.00240 1.00 60.00 57.45 991.88

3 60.00 9.97 -7.69 -9.09 -0.00247 0.00 -60.00 -60.00 -598.08 3 75.00 5.16 -12.56 -13.95 -0.00406 0.00 -60.00 -60.00 -309.59 3 60.00 9.97 31.77 24.45 0.00195 1.00 56.64 54.09 539.13

4 90.00 0.00 -17.66 -19.06 -0.00567 0.00 -60.00 -60.00 0.00 4 105.00 -5.16 -22.87 -24.27 -0.00739 0.00 -60.00 -60.00 309.59 4 90.00 0.00 21.80 14.48 0.00134 1.00 38.87 36.32 0.00

5 120.00 -9.97 -27.63 -29.03 -0.00887 0.00 -60.00 -60.00 598.08 5 135.00 -14.10 -31.81 -33.20 -0.01028 0.00 -60.00 -60.00 845.81 5 120.00 -9.97 11.83 4.51 0.00073 1.00 21.10 18.55 -184.86

6 150.00 -17.27 -34.92 -36.32 -0.01122 0.00 -60.00 -60.00 1035.90 6 165.00 -19.26 -36.97 -38.36 -0.01195 0.00 -60.00 -60.00 1155.40 6 150.00 -17.27 4.54 -2.78 0.00028 0.00 8.09 8.09 -139.61

7 180.00 -19.94 -37.59 -39.00 -0.01207 0.00 -60.00 -60.00 1196.16 7 195.00 -19.26 -36.97 -38.36 -0.01195 0.00 -60.00 -60.00 1155.40 7 180.00 -19.94 1.86 -5.46 0.00011 0.00 3.32 3.32 -66.28

8 210.00 -17.27 -34.92 -36.32 -0.01122 0.00 -60.00 -60.00 1035.90 8 225.00 -14.10 -31.81 -33.20 -0.01028 0.00 -60.00 -60.00 845.81 8 210.00 -17.27 4.54 -2.78 0.00028 0.00 8.09 8.09 -139.61

9 240.00 -9.97 -27.63 -29.03 -0.00887 0.00 -60.00 -60.00 598.08 9 255.00 -5.16 -22.87 -24.27 -0.00739 0.00 -60.00 -60.00 309.59 9 240.00 -9.97 11.83 4.51 0.00073 1.00 21.10 18.55 -184.86

10 270.00 0.00 -17.66 -19.06 -0.00567 0.00 -60.00 -60.00 0.00 10 285.00 5.16 -12.56 -13.95 -0.00406 0.00 -60.00 -60.00 -309.59 10 270.00 0.00 21.80 14.48 0.00134 1.00 38.87 36.32 0.00

11 300.00 9.97 -7.69 -9.09 -0.00247 0.00 -60.00 -60.00 -598.08 11 315.00 14.10 -3.62 -5.01 -0.00117 0.00 -33.90 -33.90 -477.88 11 300.00 9.97 31.77 24.45 0.00195 1.00 56.64 54.09 539.13

12 330.00 17.27 -0.39 -1.79 -0.00013 0.00 -3.66 -3.66 -63.27 12 345.00 19.26 1.54 0.15 0.00050 1.00 14.45 11.90 229.09 12 330.00 17.27 39.07 31.75 0.00240 1.00 60.00 57.45 991.88

Axial Load (Negative for Compression) =

Distance from extreme edge to neutral axis, h = Distance from extreme edge to neutral axis, h = Distance from extreme edge to neutral axis, h =

Equivalent compression zone factor = Equivalent compression zone factor = Equivalent compression zone factor =

Distance from extreme edge to Distance from extreme edge to Distance from extreme edge to

equivalent compression zone factor, a = equivalent compression zone factor, a = equivalent compression zone factor, a =

Distance from centroid to neutral axis = Distance from centroid to neutral axis = Distance from centroid to neutral axis =

Area of steel in compression zone, Asc = Area of steel in compression zone, Asc = Area of steel in compression zone, Asc =

Angle from centroid of pier to intersection of Angle from centroid of pier to intersection of Angle from centroid of pier to intersection of

Area of concrete in compression, Acc = Area of concrete in compression, Acc = Area of concrete in compression, Acc =

Force in concrete = 0.85 * f`c * Acc, Fc = Force in concrete = 0.85 * f`c * Acc, Fc = Force in concrete = 0.85 * f`c * Acc, Fc =

Total reinforcement forces, Fs = Total reinforcement forces, Fs = Total reinforcement forces, Fs =

First moment of the concrete First moment of the concrete First moment of the concrete

area in compression about the centoid = area in compression about the centoid = area in compression about the centoid =

Distance between centroid of concrete Distance between centroid of concrete Distance between centroid of concrete

in compression and centroid of pier = in compression and centroid of pier = in compression and centroid of pier =

Shaft Beta=

Case 1, φMn = Case 2, φMn = Case 3, at Pmax, (φ=0.65)Mn =

Final Results

Governing Orientation Case=

phi, φ=

Shaft φ*Mn=

Distance from Edge of Shaft to N.A.=

Maximum Tensile Strain=

Shaft Tension Cap., φTn= (φ=0.9)*(Total As)(Fy)=

Shaft Max Comp, (φ=0.65)(0.80)[0.85*f'c*(Ag-Ast)+Ast*Fy]=

Mu Mu

EQ EQ

Mu

Dpie

r

(Beta

)(C)

h

Cc Cs

Ts

Ts

Ts

Equiv. Comp. Conc.

"a"

Neutral

Axis

Max Conc.

Strain

0.003

Extreme

Steel Strain

Min--> -0.01207 1.00 -528.67 3513.44 Min--> -0.01195 2.00 -524.01 3504.84 Min--> 0.00011 9.00 409.74 3492.12

292.7869 292.0699 291.0097

TIA-222- H

P_0.9D = 0.9 * Pcomp / 1.2 P_0.9D = 3.75 kip

*Highlighted cells have been modified

P_1.2D = 1.2 * Pcomp / 1.2 P_1.2D = 5.00 kip

Vu = Vu_comp Vu = 5.00 kip

Mu = Mu Mu = 273.00 kip*ft

Forcepier = MIN(Vu,Sum(Pp!M2:M7)) Forcepier = 0.00 kip

Marm_pier = D-T-Pp!O2 + T Marm_pier = 5.50 ft

Forcepad = MIN(Vu-Forcepier,SUM(Pp!M8:M13)) Forcepad = 5.00 kip

Marm_pad = D-Pp!O8 Marm_pad = 0.93 ft

MR_Pp = Forcepier*Marm_pier+Forcepad*Marm_pad MR_Pp = 4.63 kip*ft

ΦMR_Pp = Φs*MR_Pp ΦMR_Pp = 3.47 kip*ft

Compressive Load for Bearing (0.9*D LC): Pbearing_0.9 = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_0.9_bearing Pbearing_0.9 = 101.66 kip

Compressive Load for Bearing (1.2*D LC): Pbearing_1.2 = P_1.2D+1.2*(Ws+Wc)+0.75*Wwedges_1.2_bearing Pbearing_1.2 = 135.54 kip

Factored Overturning Moment: Moverturning = Mu + Vu * (MAX(T,D)+E+bpdist/12) Moverturning = 305.50 kip*ft

Area = W² Area = 144.00 ft2

Plastic Section Modulus of Pad: Z = W³ / 4 Z = 432.00 ft³

Preliminary Load Eccentricity (0.9*D LC): pre_ec_0.9_p = Moverturning/Pbearing_0.9 pre_ec_0.9_p = 3.01 ft

Preliminary Load Eccentricity (1.2*D LC): pre_ec_1.2_p = Moverturning/Pbearing_1.2 pre_ec_1.2_p = 2.25 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_0.9_p = goal seek ec_0.9_p = 2.97 ft e <= L/4

[Goal Seek] Load Eccentricity Iteration (1.2*D LC): ec_1.2_p = goal seek ec_1.2_p = 2.23 ft e <= L/4

Non-Bearing Length (0.9*D LC): NBL_0.9 = 0 NBL_0.9 = 0.00 ft

Non-Bearing Length (1.2*D LC): NBL_1.2 = 0 NBL_1.2 = 0.00 ft

ΦMResisting_0.9 = ΦMR_Pp + SUM(ΦMR_wedges_0.9,ΦMR_shear_0.9) ΦMResisting_0.9 = 3.47 kip*ft

ΦMResisting_1.2 = ΦMR_Pp + SUM(ΦMR_wedges_1.2,ΦMR_shear_1.2) ΦMResisting_1.2 = 3.47 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_adj_0.9 = Moverturning - ΦMResisting_0.9 Moverturning_0.9 = 302.03 kip*ft

Adjusted Overturning Moment (1.2*D LC): Moverturning_adj_1.2 = Moverturning - ΦMResisting_1.2 Moverturning_1.2 = 302.03 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_0.9 = Pbearing_0.9*ec_0.9_p + ΦMResisting_0.9 ΦMResisting_qu_0.9 = 305.50 kip*ft

Total Resistance to Overturning (1.2*D LC): ΦMResisting_qu_1.2 = Pbearing_1.2*ec_1.2_p + ΦMResisting_1.2 ΦMResisting_qu_1.2 = 305.50 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_0.9 = Moverturning-ΦMResisting_qu_0.9 ∆M_0.9 = 0.00 kip*ft

[Goal Seek] Moment Comparison Iteration (1.2D LC): ∆M_1.2 = Moverturning-ΦMResisting_qu_1.2 ∆M_1.2 = 0.00 kip*ft

Orthogonal Bearing Pressure (0.9*D LC): qu_orth_0.9 = qu_orth_0.9 = 1.41 ksf

Orthogonal Bearing Pressure (1.2*D LC): qu_orth_1.2 = qu_orth_1.2 = 1.64 ksf

Ultimate Gross Bearing Pressure: Qult = Qult Qult = 8.00 ksf

Factored Ultimate Gross Bearing Pressure: ΦQult = φs * Qult Qa = 6.00 ksf

Check ΦQult = 6.00 ksf >= qu = 1.64 ksf RATING: 27.34%

1 1 Load Resistance Utilization Factors

Soil (above pad) Height: soilht = D-T soilht = 3.50 ft

Soil (above pad & under water table) Height: soilht_gw = MIN(soilht-gw,D-T) soilht_gw = 0.00 ft

Soil Wedge Projection at Grade: Wedge_proj = TAN(ϕ*PI()/180)*soilht Wedge_proj = 2.36 ft

Soil Wedge Projection at Water Table: Wedge_proj_gw = TAN(ϕ*PI()/180)*(soilht_gw) Wedge_proj_gw = 0.00 ft

Soil Wedges (Cohesionless Soil) (0.9*D LC)

Soil Volume (ft³) Soil Weight (kips) Moment Arm (ft)Unfactored Resisting

Moment (kip*ft)

(2) End Prisms (above

Water Table)0.00 0.00 12.00 0.00

(2) End Prisms (below

Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides

(above Water Table)0.00 0.00 12.00 0.00

(2) Partial Sides

(below Water Table)0.00 0.00 12.00 0.00

Eccentricity relative to W/2:

(1) Rear (above Water

Table)0.00 0.00 12.79 0.00

(1) Rear (below Water

Table)0.00 0.00 0.00 0.00

Total 0.00 0.00 0.00 0.00

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_0.9 = Total Moment Arm * Soil Wedge Wt MR_wedges_0.9 = 0.00 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_0.9 = 0.75*MR_wedges_0.9 ΦMR_wedges_0.9 = 0.00 kip*ft


MAX(Pbearing_0.9/Area + Moverturning_0.9/Z,

Pbearing_0.9/Area - Moverturning_0.9/Z)

MAX(Pbearing_1.2/Area + Moverturning_1.2/Z,

Pbearing_1.2/Area - Moverturning_1.2/Z)

OK

Soil Wedges (Cohesionless Soil)

PASSIVE PRESSURE RESISTANCE (ORTHOGONAL DIRECTION)

Force of Pp Applied on Pier:

Moment Arm of Pp on Pier:

Force of Pp Applied on Pad:

FACTORED LOADS

Axial Load 0.9D:

Axial Load 1.2D:

Shear Load:

Moment:

Unfactored Moment Resistance due to Passive Pressure:

Moment Arm of Pp on Pad:

Factored Moment Resistance due to Passive Pressure:

PLASTIC BEARING PRESSURE & OVERTURNING MOMENT (ORTHOGONAL DIRECTION)

Area of Pad:

Total Factored Resisting Moment due to Pp and Soil

Wedges / Shear (0.9*D LC):



Bearing Pressures

Total Moment

Arm (ft) =0.00

Soil Wedge Wt (kip)=

Solve


Moment (kip*ft)


Water Table)0.00 0.00 12.00 0.00


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)0.00 0.00 12.79 0.00


Table)0.00 0.00 0.00 0.00

Total 0.00 0.00 0.00 0.00

Unfactored Resisting Moment of Wedges (1.2*D LC): MR_wedges_1.2 = Total Moment Arm * Soil Wedge Wt MR_wedges_1.2 = 0.00 kip*ft

Factored Resisting Moment of Wedges (1.2*D LC): ΦMR_wedges_1.2 = 0.75*MR_wedges_1.2 ΦMR_wedges_1.2 = 0.00 kip*ft

Soil Shear Strength (Cohesive Soil) (0.9*D LC)

Plane Area (ft²) Resistance (kip) Moment Arm (ft)Unfactored Resisting

Moment (kip*ft) Eccentricity relative to W/2:

Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 12.00 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_0.9 = Total Moment Arm * Soil Shear Strength MR_shear_0.9 = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_0.9 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_0.9 = 0.00 kip*ft




Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 12.00 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (1.2*D LC): MR_shear_1.2 = Total Moment Arm * Soil Shear Strength MR_shear_1.2 = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (1.2*D LC): ΦMR_shear_1.2 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_1.2 = 0.00 kip*ft

Compressive Load for Bearing (0.9*D LC): P_100 = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_100 P_100 = 115.53 kip

Preliminary Factored Overturning Moment: pre_Moverturning_100 = (W/2-(P_100/ΦQult)/(2*W))*(P_100) pre_Moverturning_100 = 600.49 kip*ft

Preliminary Load Eccentricity (0.9*D LC): pre_ec_100 = pre_Moverturning_100 / P_100 pre_ec_100 = 5.20 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_100 = goal seek ec_100 = 5.17 ft L/4 < e <= L/2

Non-Bearing Length (0.9*D LC): NBL_100 = 2*ec_100 NBL_100 = 10.34 ft

ΦMResisting_100 = ΦMR_Pp + SUM(ΦMR_wedges_100,ΦMR_shear_100) ΦMResisting_100 = 50.07 kip*ft

Moment Created by Shear: Mshear = Vu * (D+E+bpdist/12) Mshear = 32.50 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_100 = Mu_max_100 - ΦMR_Pp Moverturning_100 = 647.09 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_100 = P_100*ec_100 + ΦMResisting_100 ΦMResisting_qu_100 = 647.09 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_100 = Moverturning - ΦMResisting_qu_100 ∆M_100 = 0.00 ft

Maximum Applied Moment from Superstructure Analysis: Mu_max_100 = pre_Moverturning_100 + ΦMResisting_100 Mu_max_100 = 650.56 kip*ft

Check Mu_max_100 = 650.56 kip*ft >= Mu = 305.50 kip*ft RATING: 46.96%



Moment (kip*ft)


Water Table)13.00 1.63 12.89 20.95


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides


Wedge Eccentricity relative to W/2:


Table)49.58 6.20 12.79 79.24


Table)0.00 0.00 0.00 0.00

Total 147.98 18.50 173.12 18.50

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_100 = Total Moment Arm * Soil Wedge Wt MR_wedges_100 = 62.14 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_100 = 0.75*MR_wedges_100 ΦMR_wedges_100 = 46.60 kip*ft



Moment (kip*ft) Wedge Eccentricity relative to W/2:

Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 6.83 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_100 = Total Moment Arm * Soil Shear Strength MR_shear_100 = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_100 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_100 = 0.00 kip*ft



Forcepad_dia = MIN(Vu-Forcepier,SUM(Pp!M8:M13))*(T*W*SQRT(2))/(T*W)) Forcepad_dia = 5.00 kip


MR_Pp_dia = Forcepier*Marm_pier+Forcepad*Marm_pad MR_Pp_dia = 4.63 kip*ft

ΦMR_Pp_dia = Φs*MR_Pp ΦMR_Pp_dia = 3.47 kip*ft

Soil Shear Strength (kip)=




OK

DETERMINE MOMENT THAT WOULD CAUSE 100% OVERTURNING (ORTHOGONAL)

Total Moment

Arm (ft) =3.36


Total Moment

Arm (ft) =0.00

PASSIVE PRESSURE RESISTANCE (DIAGONAL DIRECTION)







Total Moment

Arm (ft) =0.00


Total Moment

Arm (ft) =0.00


Soil Shear Strength (Cohesive Soil)

Total Moment

Arm (ft) =0.00

Compressive Load for Bearing (0.9*D LC): Pbearing_0.9_dia = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_0.9_bearing_dia Pbearing_0.9_dia = 115.22 kip

Compressive Load for Bearing (1.2*D LC): Pbearing_1.2_dia = P_1.2D+1.2*(Ws+Wc)+0.75*Wwedges_1.2_bearing_dia Pbearing_1.2_dia = 138.17 kip

Factored Overturning Moment: Moverturning = Mu + Vu * (D+E+bpdist/12) Moverturning = 305.50 kip*ft


Plastic Section Modulus of Pad: Z_dia = W³ / (3*SQRT(2)) Z_dia = 407.29 ft³

Preliminary Load Eccentricity (0.9*D LC): pre_ec_0.9_p_dia = Moverturning/Pbearing_0.9_dia pre_ec_0.9_p_dia = 2.65 ft

Preliminary Load Eccentricity (1.2*D LC): pre_ec_1.2_p_dia = Moverturning/Pbearing_1.2_dia pre_ec_1.2_p_dia = 2.21 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_0.9_p_dia = goal seek ec_0.9_p_dia = 2.23 ft (L/4)*SQRT(2)/2 < e <= (L/2)*SQRT(2)

[Goal Seek] Load Eccentricity Iteration (1.2*D LC): ec_1.2_p_dia = goal seek ec_1.2_p_dia = 2.12 ft (L/4)*SQRT(2)/2 < e <= (L/2)*SQRT(2)

Non-Bearing Length (0.9*D LC): NBL_0.9_dia = SQRT(2)*ec_0.9_p_dia NBL_0.9_dia = 3.15 ft

Non-Bearing Length (1.2*D LC): NBL_1.2_dia = SQRT(2)*ec_1.2_p_dia NBL_1.2_dia = 3.00 ft

ΦMResisting_0.9 = ΦMR_Pp_dia + SUM(ΦMR_wedges_0.9_dia,ΦMR_shear_0.9_dia) ΦMResisting_0.9_dia = 48.73 kip*ft

ΦMResisting_1.2 = ΦMR_Pp_dia + SUM(ΦMR_wedges_1.2_dia,ΦMR_shear_1.2_dia) ΦMResisting_1.2_dia = 12.39 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_0.9_dia = Moverturning - ΦMResisting_0.9_dia Moverturning_0.9_dia = 256.77 kip*ft

Adjusted Overturning Moment (1.2*D LC): Moverturning_1.2_dia = Moverturning - ΦMResisting_1.2_dia Moverturning_1.2_dia = 293.11 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_0.9_dia = Pbearing_0.9_dia*ec_0.9_p_dia + ΦMResisting_0.9_dia ΦMResisting_qu_0.9_dia = 305.50 kip*ft

Total Resistance to Overturning (1.2*D LC): ΦMResisting_qu_1.2_dia = Pbearing_1.2_dia*ec_1.2_p_dia + ΦMResisting_1.2_dia ΦMResisting_qu_1.2_dia = 305.50 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_0.9_dia = Moverturning-ΦMResisting_qu_0.9_dia ∆M_0.9_dia = 0.00 kip*ft

[Goal Seek] Moment Comparison Iteration (1.2D LC): ∆M_1.2_dia = Moverturning-ΦMResisting_qu_1.2_dia ∆M_1.2_dia = 0.00 kip*ft

Diagonal Bearing Pressure (0.9*D LC): qu_dia_0.9 = Pbearing_0.9_dia/((W-(SQRT(2))*ec_0.9_p_dia))^2 qu_dia_0.9 = 1.47 ksf

Diagonal Bearing Pressure (1.2*D LC): qu_dia_1.2 = Pbearing_1.2_dia/((W-(SQRT(2))*ec_1.2_p_dia))^2 qu_dia_1.2 = 1.71 ksf




1 0.19571964 Load Resistance Utilization Factors







Moment (kip*ft)


Water Table)13.00 1.63 8.49 13.79


Water Table)0.00 0.00 0.00 0.00

(1) End Prism (above

Water Table)6.50 0.81 17.81 14.47


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides


Eccentricity relative to W/2*SQRT(2):


Table)99.15 12.39 13.15 162.92


Table)0.00 0.00 0.00 0.00

Total 144.70 18.09 213.82 18.09

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_0.9 = Total Moment Arm * Soil Wedge Wt MR_wedges_0.9_dia = 60.35 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_0.9 = 0.75*MR_wedges_0.9_dia ΦMR_wedges_0.9_dia = 45.26 kip*ft



Moment (kip*ft)


Water Table)13.00 1.63 8.49 13.79


Water Table)0.00 0.00 0.00 0.00


Water Table)6.50 0.81 17.81 14.47


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)99.15 12.39 13.15 162.92


Table)0.00 0.00 0.00 0.00

Total 143.45 17.93 212.90 3.51

Unfactored Resisting Moment of Wedges (1.2*D LC): MR_wedges_1.2 = Total Moment Arm * Soil Wedge Wt MR_wedges_1.2_dia = 11.89 kip*ft

Factored Resisting Moment of Wedges (1.2*D LC): ΦMR_wedges_1.2 = 0.75*MR_wedges_1.2_dia ΦMR_wedges_1.2_dia = 8.92 kip*ft


PLASTIC BEARING PRESSURE & OVERTURNING MOMENT (DIAGONAL DIRECTION)

Area of Pad:





Bearing Pressures

OK


Total Moment

Arm (ft) =3.34


Total Moment

Arm (ft) =3.39




Moment (kip*ft) Eccentricity relative to W/2*SQRT(2):

(2) Rear 0.00 0.00 12.73 0.00

(2) Partial Sides 0.00 0.00 7.37 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_0.9 = Total Moment Arm * Soil Shear Strength MR_shear_0.9_dia = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_0.9 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_0.9_dia = 0.00 kip*ft




(2) Rear 0.00 0.00 12.73 0.00

(2) Partial Sides 0.00 0.00 7.42 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (1.2*D LC): MR_shear_1.2 = Total Moment Arm * Soil Shear Strength MR_shear_1.2_dia = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (1.2*D LC): ΦMR_shear_1.2 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_1.2_dia = 0.00 kip*ft

Compressive Load for Bearing (0.9*D LC): P_100_dia = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_100_dia P_100_dia = 118.60 kip

Preliminary Factored Overturning Moment: pre_Moverturning_100_dia = pre_Moverturning_100_dia = 633.50 kip*ft

Preliminary Load Eccentricity (0.9*D LC): pre_ec_100_dia = pre_Moverturning_100_dia / Pbearing_0.9 pre_ec_100_dia = 5.34 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_100_dia = goal seek ec_100_dia = 5.31 ft (L/4)*SQRT(2)/2 < e <= (L/2)*SQRT(2)

Non-Bearing Length (0.9*D LC): NBL_100_dia = SQRT(2)*ec_100_dia NBL_100_dia = 7.51 ft

ΦMResisting_100_dia = ΦMR_Pp_dia + SUM(ΦMR_wedges_100_dia,ΦMR_shear_100_dia) ΦMResisting_100_dia = 34.58 kip*ft

Moment Created by Shear: Mshear = Vu * (D+E+bpdist/12) Mshear = 32.50 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_100_dia = Mu_max_100_dia - ΦMR_Pp_dia Moverturning_100_dia = 664.61 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_100_dia = Pbearing_0.9*ec_100_dia + ΦMResisting_100_dia ΦMResisting_qu_100_dia = 664.61 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_100_dia = Moverturning - ΦMResisting_qu_100_dia ∆M_100_dia = 0.00 ft

Maximum Applied Moment from Superstructure Analysis: Mu_max_100_dia = pre_Moverturning_100_dia + ΦMResisting_100_dia Mu_max_100_dia = 668.09 kip*ft

Check Mu_max_100_dia = 668.09 kip*ft >= Mu = 305.50 kip*ft RATING: 45.73%



Moment (kip*ft)


Water Table)13.00 1.63 8.49 13.79


Water Table)0.00 0.00 0.00 0.00


Water Table)6.50 0.81 17.81 14.47


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)99.15 12.39 13.15 162.92


Table)0.00 0.00 0.00 0.00

Total 180.73 22.59 233.18 22.59

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_100_dia = Total Moment Arm * Soil Wedge Wt MR_wedges_100_dia = 41.48 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_100_dia = 0.75*MR_wedges_100_dia ΦMR_wedges_100_dia = 31.11 kip*ft




(2) Rear 0.00 0.00 12.73 0.00

(2) Partial Sides 0.00 0.00 5.83 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_100_dia = Total Moment Arm * Soil Shear Strength MR_shear_100_dia = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_100_dia = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_100_dia = 0.00 kip*ft

OK


(P_100_dia/(SQRT(2)))*(W-

SQRT(P_100_dia/ΦQult))

Total Moment

Arm (ft) =1.84


Total Moment

Arm (ft) =0.00

DETERMINE MOMENT THAT WOULD CAUSE 100% OVERTURNING (DIAGONAL)



Total Moment

Arm (ft) =0.00


Total Moment

Arm (ft) =0.00


TIA-222- H

P_0.9D = 0.9 * Pcomp / 1.2 P_0.9D = 3.75 kip

*Highlighted cells have been modified

P_1.2D = 1.2 * Pcomp / 1.2 P_1.2D = 5.00 kip

Vu = Vu_comp Vu = 5.00 kip

Mu = Mu Mu = 273.00 kip*ft



Forcepad = MIN(Vu-Forcepier,SUM(Pp!M8:M13)) Forcepad = 5.00 kip



ΦMR_Pp = Φs*MR_Pp ΦMR_Pp = 3.47 kip*ft

Compressive Load for Bearing (0.9*D LC): Pbearing_0.9_e = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_0.9_bearing_e Pbearing_0.9_e = 101.66 kip

Compressive Load for Bearing (1.2*D LC): Pbearing_1.2_e = P_1.2D+1.2*(Ws+Wc)+0.75*Wwedges_1.2_bearing_e Pbearing_1.2_e = 135.54 kip



Elastic Section Modulus of Pad: S = W³ / 6 S = 288.00 ft³

Preliminary Load Eccentricity (0.9*D LC): pre_ec_0.9_e = Moverturning/Pbearing_0.9 pre_ec_0.9_e = 3.01 ft

Preliminary Load Eccentricity (1.2*D LC): pre_ec_1.2_e = Moverturning/Pbearing_1.2 pre_ec_1.2_e = 2.25 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_0.9_e = goal seek ec_0.9_e = 0.00 ft e <= L/6

[Goal Seek] Load Eccentricity Iteration (1.2*D LC): ec_1.2_e = goal seek ec_1.2_e = 0.00 ft e <= L/6

Non-Bearing Length (0.9*D LC): NBL_0.9_e = 0 NBL_0.9_e = 0.00 ft

Non-Bearing Length (1.2*D LC): NBL_1.2_e = 0 NBL_1.2_e = 0.00 ft

ΦMResisting_0.9_e = ΦMR_Pp + SUM(ΦMR_wedges_0.9,ΦMR_shear_0.9) ΦMResisting_0.9_e = 3.47 kip*ft

ΦMResisting_1.2_e = ΦMR_Pp + SUM(ΦMR_wedges_1.2,ΦMR_shear_1.2) ΦMResisting_1.2_e = 3.47 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_0.9_e = Moverturning - ΦMResisting_0.9 Moverturning_0.9_e = 302.03 kip*ft

Adjusted Overturning Moment (1.2*D LC): Moverturning_1.2_e = Moverturning - ΦMResisting_1.2 Moverturning_1.2_e = 302.03 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_0.9_e = Pbearing_0.9*ec_0.9_p + ΦMResisting_0.9 ΦMResisting_qu_0.9_e = 3.47 kip*ft

Total Resistance to Overturning (1.2*D LC): ΦMResisting_qu_1.2_e = Pbearing_1.2*ec_1.2_p + ΦMResisting_1.2 ΦMResisting_qu_1.2_e = 3.47 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_0.9_e = Moverturning-ΦMResisting_qu_0.9 ∆M_0.9_e = 302.03 kip*ft

[Goal Seek] Moment Comparison Iteration (1.2D LC): ∆M_1.2_e = Moverturning-ΦMResisting_qu_1.2 ∆M_1.2_e = 302.03 kip*ft

Orthogonal Bearing Pressure (0.9*D LC): qu_orth_0.9_e = qu_orth_0.9_e = 1.75 ksf

Orthogonal Bearing Pressure (1.2*D LC): qu_orth_1.2_e = qu_orth_1.2_e = 1.99 ksf


Factored Ultimate Gross Bearing Pressure: Qa = φs * Qult Qa = 6.00 ksf

Check Qa = 6.00 ksf >= qu = 1.99 ksf RATING: 33.17%








Moment (kip*ft)


Water Table)0.00 0.00 12.00 0.00


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)0.00 0.00 12.79 0.00


Table)0.00 0.00 0.00 0.00

Total 0.00 0.00 0.00 0.00

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_0.9_e = Total Moment Arm * Soil Wedge Wt MR_wedges_0.9_e = 0.00 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_0.9_e = 0.75*MR_wedges_0.9_e ΦMR_wedges_0.9_e = 0.00 kip*ft



Moment (kip*ft)


FACTORED LOADS

Axial Load 0.9D:

Axial Load 1.2D:

Shear Load:

Moment:

PASSIVE PRESSURE RESISTANCE







PLASTIC BEARING PRESSURE & OVERTURNING MOMENT

Area of Pad:





Bearing Pressures

Pbearing_0.9_e/Area + Moverturning_0.9/S

Pbearing_1.2_e/Area + Moverturning_1.2/S

OK


Total Moment

Arm (ft) =0.00

Solve


Water Table)0.00 0.00 12.00 0.00


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)0.00 0.00 12.79 0.00


Table)0.00 0.00 0.00 0.00

Total 0.00 0.00 0.00 0.00

Unfactored Resisting Moment of Wedges (1.2*D LC): MR_wedges_1.2_e = Total Moment Arm * Soil Wedge Wt MR_wedges_1.2_e = 0.00 kip*ft

Factored Resisting Moment of Wedges (1.2*D LC): ΦMR_wedges_1.2_e = 0.75*MR_wedges_1.2_e ΦMR_wedges_1.2_e = 0.00 kip*ft




Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 12.00 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_0.9_e = Total Moment Arm * Soil Shear Strength MR_shear_0.9_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_0.9_e = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_0.9_e = 0.00 kip*ft




Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 12.00 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (1.2*D LC): MR_shear_1.2_e = Total Moment Arm * Soil Shear Strength MR_shear_1.2_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (1.2*D LC): ΦMR_shear_1.2_e = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_1.2_e = 0.00 kip*ft

Compressive Load for Bearing (0.9*D LC): P_100_e = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_100_e P_100_e = 112.94 kip

Preliminary Factored Overturning Moment: pre_Moverturning_100_e = P_100_e * (W/2 - ((2/3) * P_100_e) / (W * ΦQult)) pre_Moverturning_100_e = 559.52 kip*ft

Preliminary Load Eccentricity (0.9*D LC): pre_ec_100_e = pre_Moverturning_100 / P_100 pre_ec_100_e = 4.95 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_100_e = goal seek ec_100_e = 4.33 ft L/6 < e <= L/2

Non-Bearing Length (0.9*D LC): NBL_100_e = W-(W/2-ec_100_e)*3 NBL_100_e = 6.99 ft

ΦMResisting_100_e = ΦMR_Pp + SUM(ΦMR_wedges_100,ΦMR_shear_100) ΦMResisting_100_e = 56.98 kip*ft

Moment Created by Shear: Mshear_e = Vu * (D+E+bpdist/12) Mshear_e = 32.50 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_100_e = Mu_max_100 - ΦMR_Pp Moverturning_100_e = 613.02 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_100_e = P_100*ec_100 + ΦMResisting_100 ΦMResisting_qu_100_e = 545.93 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_100_e = Moverturning - ΦMResisting_qu_100 ∆M_100_e = 67.10 ft

Maximum Applied Moment from Superstructure Analysis: Mu_max_100_e = pre_Moverturning_100 + ΦMResisting_100 Mu_max_100_e = 616.50 kip*ft



Moment (kip*ft)


Water Table)13.00 1.63 12.89 20.95


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)49.58 6.20 12.79 79.24


Table)0.00 0.00 0.00 0.00

Total 120.32 15.04 161.58 15.04

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_100_e = Total Moment Arm * Soil Wedge Wt MR_wedges_100_e = 71.34 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_100_e = 0.75*MR_wedges_100_e ΦMR_wedges_100_e = 53.50 kip*ft




Rear 0.00 0.00 12.00 0.00

(2) Partial Sides 0.00 0.00 8.51 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_100_e = Total Moment Arm * Soil Shear Strength MR_shear_100_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_100_e = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_100_e = 0.00 kip*ft



Forcepad_dia = MIN(Vu-Forcepier,SUM(Pp!M8:M13))*(T*W*SQRT(2))/(T*W)) Forcepad_dia = 5.00 kip



ΦMR_Pp_dia = Φs*MR_Pp ΦMR_Pp_dia = 3.47 kip*ft

Compressive Load for Bearing (0.9*D LC): Pbearing_0.9_dia_e = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_0.9_bearing_dia_e Pbearing_0.9_dia_e = 101.66 kip

Compressive Load for Bearing (1.2*D LC): Pbearing_1.2_dia_e = P_1.2D+1.2*(Ws+Wc)+0.75*Wwedges_1.2_bearing_dia_e Pbearing_1.2_dia_e = 135.54 kip



PLASTIC BEARING PRESSURE & OVERTURNING MOMENT (DIAGONAL DIRECTION)



Total Moment

Arm (ft) =0.00



Total Moment

Arm (ft) =0.00


Total Moment

Arm (ft) =0.00


DETERMINE MOMENT THAT WOULD CAUSE 100% OVERTURNING (ORTHOGONAL)

Total Moment

Arm (ft) =4.74


Total Moment

Arm (ft) =0.00


PASSIVE PRESSURE RESISTANCE (DIAGONAL DIRECTION)







Preliminary Load Eccentricity (0.9*D LC): pre_ec_0.9_e_dia = Moverturning/Pbearing_0.9_dia_e pre_ec_0.9_e_dia = 3.01 ft

Preliminary Load Eccentricity (1.2*D LC): pre_ec_1.2_e_dia = Moverturning/Pbearing_1.2_dia_e pre_ec_1.2_e_dia = 2.25 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_0.9_e_dia = goal seek ec_0.9_e_dia = 0.00 ft e <= (L/6)*SQRT(2)/2

[Goal Seek] Load Eccentricity Iteration (1.2*D LC): ec_1.2_e_dia = goal seek ec_1.2_e_dia = 0.00 ft e <= (L/6)*SQRT(2)/2

Elastic Section Modulus in Diagonal Direction: S_dia = (W³)/(6*SQRT(2)) S_dia = 203.65 ft³

Slope of Bearing Pressure in Diagonal Direction (0.9*D LC): slope_dia_e_0.9 = D_1*(qmax_dia_0.9_e/(W/2*SQRT(2)+D_1)) slope_dia_e_0.9 = 0.52 ft/ft

Wedge 1 Wedge 2 Total

1.88 2.87

Volume (ft³): 7.68 93.97 101.66

Distance to Centroid from Center of Foundation (ft): -0.60 3.68 3.36

Slope of Bearing Pressure in Diagonal Direction (1.2*D LC): slope_dia_e_1.2 = D_2*(qmax_dia_1.2_e/(W/2*SQRT(2)+D_2)) slope_dia_e_1.2 = 0.92 ft/ft


4.92 2.51

Volume (ft³): 31.04 104.51 135.54


Non-Bearing Length (0.9*D LC): NBL_0.9_dia_e = 0 NBL_0.9_dia_e = 0.00 ft

Non-Bearing Length (1.2*D LC): NBL_1.2_dia_e = 0 NBL_1.2_dia_e = 0.00 ft

Non-Bearing Length (0.9*D LC): NBL_0.9_dia_e_2 = 0 NBL_0.9_dia_e_2 = 0.00 ft

Non-Bearing Length (1.2*D LC): NBL_1.2_dia_e_2 = 0 NBL_1.2_dia_e_2 = 0.00 ft

ΦMResisting_0.9_dia_e = ΦMR_Pp_dia + SUM(ΦMR_wedges_0.9_dia_e,ΦMR_shear_0.9_dia_e) ΦMResisting_0.9_dia_e = 3.47 kip*ft

ΦMResisting_1.2_dia_e = ΦMR_Pp_dia + SUM(ΦMR_wedges_1.2_dia_e),ΦMR_shear_1.2_dia_e) ΦMResisting_1.2_dia_e = 3.47 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_0.9_dia_e = Moverturning - ΦMResisting_0.9_dia_e Moverturning_0.9_dia_e = 302.03 kip*ft

Adjusted Overturning Moment (1.2*D LC): Moverturning_1.2_dia_e = Moverturning - ΦMResisting_1.2_dia_e Moverturning_1.2_dia_e = 302.03 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_0.9_dia_e = Pbearing_0.9_dia_e*ec_0.9_e_dia + ΦMResisting_0.9_dia_e ΦMResisting_qu_0.9_dia_e = 3.47 kip*ft

Total Resistance to Overturning (1.2*D LC): ΦMResisting_qu_1.2_dia_e = Pbearing_1.2_dia_e*ec_1.2_e_dia + ΦMResisting_1.2_dia_e ΦMResisting_qu_1.2_dia_e = 3.47 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_0.9_dia_e = Moverturning-ΦMResisting_qu_0.9_dia_e ∆M_0.9_dia_e = 302.03 kip*ft

[Goal Seek] Moment Comparison Iteration (1.2D LC): ∆M_1.2_dia_e = Moverturning-ΦMResisting_qu_1.2_dia_e ∆M_1.2_dia_e = 302.03 kip*ft

Diagonal Bearing Pressure (0.9*D LC): qu_dia_0.9_e = Pbearing_0.9_dia_e/Area + Moverturning_0.9_dia_e/S_dia qu_dia_0.9_e = 2.19 ksf

Diagonal Bearing Pressure (1.2*D LC): qu_dia_1.2_e = Pbearing_1.2_dia_e/Area + Moverturning_1.2_dia_e/S_dia qu_dia_1.2_e = 2.42 ksf











Moment (kip*ft)


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00

(2) Rear Sides (above

Water Table)0.00 0.00 0.00 0.00

(2) Rear Sides (below

Water Table)0.00 0.00 0.00 0.00


(2) Partial Sides


(2) Partial Sides


Total 0.00 0.00 0.00 0.00

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_0.9 = Total Moment Arm * Soil Wedge Wt MR_wedges_0.9_dia_e = 0.00 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_0.9 = 0.75*MR_wedges_0.9_dia_e ΦMR_wedges_0.9_dia_e = 0.00 kip*ft



Moment (kip*ft)


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00

(2) Partial Sides


(2) Partial Sides




Table)0.00 0.00 0.00 0.00


Table)0.00 0.00 0.00 0.00

Total 0.00 0.00 0.00 0.00



OK


Area of Pad:



Diagonal Bearing Pressure Solution (if bearing area is > Area/2)

(0.9*D LC):


(1.2*D LC):

Bearing Pressures


Total Moment

Arm (ft) =0.00


Total Moment

Arm (ft) =0.00

Unfactored Resisting Moment of Wedges (1.2*D LC): MR_wedges_1.2 = Total Moment Arm * Soil Wedge Wt MR_wedges_1.2_dia_e = 0.00 kip*ft

Factored Resisting Moment of Wedges (1.2*D LC): ΦMR_wedges_1.2 = 0.75*MR_wedges_1.2_dia_e ΦMR_wedges_1.2_dia_e = 0.00 kip*ft




(2) Rear 0.00 0.00 16.97 0.00

(2) Partial Sides 0.00 0.00 8.49 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_0.9 = Total Moment Arm * Soil Shear Strength MR_shear_0.9_dia_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_0.9 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_0.9_dia_e = 0.00 kip*ft




(2) Rear 0.00 0.00 16.97 0.00

(2) Partial Sides 0.00 0.00 8.49 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (1.2*D LC): MR_shear_1.2 = Total Moment Arm * Soil Shear Strength MR_shear_1.2_dia_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (1.2*D LC): ΦMR_shear_1.2 = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_1.2_dia_e = 0.00 kip*ft

Compressive Load for Bearing (0.9*D LC): P_100_dia_e = P_0.9D+0.9*(Ws+Wc)+0.75*Wwedges_100_dia_e P_100_dia_e = 106.83 kip

Preliminary Factored Overturning Moment: pre_Moverturning_100_dia_e = pre_Moverturning_100_dia_e = 516.09 kip*ft

Preliminary Load Eccentricity (0.9*D LC): pre_ec_100_dia_e = pre_Moverturning_100_dia_e/P_100_dia_e pre_ec_100_dia_e = 4.83 ft

[Goal Seek] Load Eccentricity Iteration (0.9*D LC): ec_100_dia_e = goal seek ec_100_dia_e = 3.41 ft

Slope of Bearing Pressure in Diagonal Direction (0.9*D LC): slope_100_dia_e = D_3*(qmax_dia_0.9_e/(W/2*SQRT(2)+D_3)) slope_100_dia_e = 2.02 ft/ft


4.32 6.00

Volume (ft³): 61.64 241.18 302.83


Non-Bearing Length (0.9*D LC): NBL_100_dia_e = MAX((W/2*SQRT(2)-D_3)*SQRT(2),0) NBL_100_dia_e = 5.89 ft

Non-Bearing Length (0.9*D LC): NBL_100_dia_e_2 = 0 NBL_100_dia_e_2 = 0.00 ft

ΦMResisting_100_dia_e = ΦMR_Pp_dia + SUM(ΦMR_wedges_100_dia,ΦMR_shear_100_dia) ΦMResisting_100_dia_e = 40.26 kip*ft

Moment Created by Shear: Mshear_e = Vu * (D+E+bpdist/12) Mshear_e = 32.50 kip*ft

Adjusted Overturning Moment (0.9*D LC): Moverturning_100_dia_e = Mu_max_100_dia - ΦMR_Pp_dia Moverturning_100_dia_e = 552.88 kip*ft

Total Resistance to Overturning (0.9*D LC): ΦMResisting_qu_100_dia_e = P_100_dia_e*ec_100_dia_e + ΦMResisting_100_dia_e ΦMResisting_qu_100_dia_e = 404.87 kip*ft

[Goal Seek] Moment Comparison Iteration (0.9D LC): ∆M_100_dia_e = Moverturning - ΦMResisting_qu_100_dia ∆M_100_dia_e = 148.01 kip*ft

Maximum Applied Moment from Superstructure Analysis: Mu_max_100_dia_e = pre_Moverturning_100_dia + ΦMResisting_100_dia Mu_max_100_dia_e = 556.35 kip*ft



Moment (kip*ft)


Water Table)0.00 0.00 0.00 0.00


Water Table)0.00 0.00 0.00 0.00


Water Table)6.50 0.81 17.81 14.47


Water Table)0.00 0.00 0.00 0.00

(2) Rear Sides (above

Water Table)48.65 6.08 15.31 93.09

(2) Rear Sides (below

Water Table)0.00 0.00 0.00 0.00


(2) Partial Sides


(2) Partial Sides


Total 55.16 6.89 107.56 6.89

Unfactored Resisting Moment of Wedges (0.9*D LC): MR_wedges_100_dia_e = Total Moment Arm * Soil Wedge Wt MR_wedges_100_dia_e = 49.06 kip*ft

Factored Resisting Moment of Wedges (0.9*D LC): ΦMR_wedges_100_dia_e = 0.75*MR_wedges_100_dia_e ΦMR_wedges_100_dia_e = 36.79 kip*ft




(2) Rear 0.00 0.00 14.89 0.00

(2) Partial Sides 0.00 0.00 8.49 0.00

Total 0.00 0.00 0.00

Unfactored Resisting Moment of Soil Shear (0.9*D LC): MR_shear_100_dia_e = Total Moment Arm * Soil Shear Strength MR_shear_100_dia_e = 0.00 kip*ft

Factored Resisting Moment of Soil Shear (0.9*D LC): ΦMR_shear_100_dia_e = 0.75 * (Total Moment Arm * Soil Shear Strength) ΦMR_shear_100_dia_e = 0.00 kip*ft


Total Moment

Arm (ft) =0.00


DETERMINE MOMENT THAT WOULD CAUSE 100% OVERTURNING (DIAGONAL)

P_100_dia_e*(W*SQRT(2) -

SQRT(6*P_100_dia_e/(2*ΦQult)))/2



Total Moment

Arm (ft) =7.12


(0.9*D LC):

Total Moment

Arm (ft) =0.00



Total Moment

Arm (ft) =0.00


ATTACHMENT D – PROOF OF DELIVERY OF NOTICE

ATTACHMENT E - POWER DENSITY REPORT

C Squared Systems, LLC

65 Dartmouth Drive Auburn, NH 03032

603-644-2800 [email protected]

Calculated Radio Frequency Emissions Report

ES-286

Off Prospect Street

Ridgefield, CT 06877

April 2, 2020

mailto:[email protected]

i

Table of Contents

1. Introduction ............................................................................................................................................................... 1 2. FCC Guidelines for Evaluating RF Radiation Exposure Limits ............................................................................... 1 3. Power Density Calculation Methods ........................................................................................................................ 2 4. Calculated % MPE Results ....................................................................................................................................... 3 5. Conclusion ................................................................................................................................................................ 4 6. Statement of Certification ......................................................................................................................................... 4 Attachment A: References ............................................................................................................................................ 5 Attachment B: FCC Limits for Maximum Permissible Exposure (MPE) .................................................................... 6 Attachment C: Eversource Antenna Data Sheets and Electrical Patterns ..................................................................... 8

List of Tables

Table 1: Proposed Facility % MPE ............................................................................................................................ 3 Table 2: FCC Limits for Maximum Permissible Exposure (MPE) .............................................................................. 6

List of Figures

Figure 1: Graph of FCC Limits for Maximum Permissible Exposure (MPE) .............................................................. 7

ES-286 1 April 2, 2020

1. Introduction

The purpose of this report is to investigate compliance with applicable FCC regulations for the proposed Eversource installation to be located off Prospect Street in Ridgefield, CT.

Eversource is proposing to install two omnidirectional antennas as part of its 220 MHz communications system – one transmit antenna and one receive antenna.

This report considers the planned antenna configuration as provided by Eversource along with power density information of the existing antennas to calculate the overall % MPE (Maximum Permissible Exposure) of the proposed facility at ground level.

2. FCC Guidelines for Evaluating RF Radiation Exposure Limits

In 1985, the FCC established rules to regulate radio frequency (RF) exposure from FCC licensed antenna facilities. In 1996, the FCC updated these rules, which were further amended in August 1997 by OET Bulletin 65 Edition 97-01. These new rules include Maximum Permissible Exposure (MPE) limits for transmitters operating between 300 kHz and 100 GHz. The FCC MPE limits are based upon those recommended by the National Council on Radiation Protection and Measurements (NCRP), developed by the Institute of Electrical and Electronics Engineers, Inc., (IEEE) and adopted by the American National Standards Institute (ANSI).

The FCC general population/uncontrolled limits set the maximum exposure to which most people may be subjected. General population/uncontrolled exposures apply in situations in which the general public may be exposed, or in which persons that are exposed as a consequence of their employment may not be fully aware of the potential for exposure or cannot exercise control over their exposure.

Public exposure to radio frequencies is regulated and enforced in units of milliwatts per square centimeter (mW/cm2). The general population exposure limits for the various frequency ranges are defined in the attached “FCC Limits for Maximum Permissible Exposure (MPE)” in Attachment B of this report.

Higher exposure limits are permitted under the occupational/controlled exposure category, but only for persons who are exposed as a consequence of their employment and who have been made fully aware of the potential for exposure, and they must be able to exercise control over their exposure. General population/uncontrolled limits are five times more stringent than the levels that are acceptable for occupational, or radio frequency trained individuals. Attachment B contains excerpts from OET Bulletin 65 and defines the Maximum Exposure Limit.

Finally, it should be noted that the MPE limits adopted by the FCC for both general population/uncontrolled exposure and for occupational/controlled exposure incorporate a substantial margin of safety and have been established to be well below levels generally accepted as having the potential to cause adverse health effects.

ES-286 2 April 2, 2020

3. Power Density Calculation Methods

The power density calculation results were generated using the following formula as outlined in FCC bulletin OET 65, and Connecticut Siting Council recommendations:

Power Density = �1.62 × 1.64 × ERP

4𝜋𝜋 × 𝑅𝑅2� X Off Beam Loss

Where:

EIRP = Effective Isotropic Radiated Power = 1.64 x ERP

R = Radial Distance = �(𝐻𝐻2 + 𝑉𝑉2)

H = Horizontal Distance from antenna

V = Vertical Distance from radiation center of antenna

Ground reflection factor of 1.6

Off Beam Loss is determined by the selected antenna pattern

These calculations assume that the antennas are operating at 100 percent capacity and full power, and that all antenna channels are transmitting simultaneously. Obstructions (trees, buildings, etc.) that would normally attenuate the signal are not taken into account. The calculations assume even terrain in the area of study and do not consider actual terrain elevations which could attenuate the signal. As a result, the calculated power density and corresponding % MPE levels reported below are much higher than the actual levels will be from the final installation.

ES-286 3 April 2, 2020

4. Calculated % MPE Results

Table 1 below outlines the power density information for the site. The proposed Eversource omnidirectional antenna has a vertical beamwidth of 38°; therefore, the majority of the RF power is focused out towards the horizon. Please refer to Attachment C for the vertical pattern of the proposed Eversource antenna. Likewise, the other transmit antennas exhibit similar directionality of varying vertical beamwidths. As a result, there will be less RF power directed below the antennas relative to the horizon, and consequently lower power density levels around the base of the facility. The calculated results in Table 1 include a nominal 10 dB off-beam pattern loss to account for the lower relative gain below the antennas. Any inactive or receive-only antennas are not listed in the table, as they are irrelevant in terms of the % MPE calculations.

Table 1: Proposed Facility % MPE 1 2

The CT Siting Council power density database reflects entries for existing Eversource (f.k.a. CL&P) antennas. These entries are shown as grey in the table above and should be replaced by the unshaded entries, which are based upon updated operating parameters provided by Eversource as part of this project. The blue entry reflects the parameters of the proposed Eversource antenna. Therefore, the total % MPE calculated is based upon only the unshaded and blue entries.

1Please note that % MPE values listed are rounded to two decimal points and the total % MPE listed is a summation of each unrounded contribution. Therefore, summing each rounded value may not identically match the total value reflected in the table. 2 The antenna heights listed for Eversource are in reference to the Black & Veatch Structural Analysis Report dated 03/26/2020.

CarrierAntenna Height

(Feet)Operating

Frequency (MHz)Number of

Trans.ERP Per Transmitter

(Watts)Power Density

(mw/cm2)Limit %MPE

CL&P 85 37.74 1 100 0.0006 0.2000 0.29%CL&P 70 44 1 100 0.0009 0.2000 0.44%CL&P 70 48 1 100 0.0009 0.2000 0.44%CL&P 85 450 1 251 0.0014 0.3000 0.48%CL&P 85 937 2 240 0.0028 0.6247 0.44%

Eversource 90 44.34 1 100 0.0005 0.2000 0.25%Eversource 88 936.6375 1 240 0.0013 0.6244 0.21%Eversource 88 938.45 1 240 0.0013 0.6256 0.21%Eversource 74 37.74 1 100 0.0008 0.2000 0.39%Eversource 74 451.675 1 251 0.0020 0.3011 0.65%Eversource 73 48.34 1 100 0.0008 0.2000 0.40%Eversource 80 217 4 124 0.0033 0.2000 1.63%

Total 3.73%

ES-286 4 April 2, 2020

5. Conclusion

The above analysis concludes that RF exposure at ground level with the proposed antenna installation will be below the maximum power density limits as outlined by the FCC in the OET Bulletin 65 Ed. 97-01. Using the conservative calculation methods discussed herein, the highest expected percent of Maximum Permissible Exposure at ground level with the proposed installation is 3.73% of the FCC General Population/Uncontrolled limit.

As noted previously, the calculated % MPE levels are more conservative (higher) than the actual levels will be from the finished installation.

6. Statement of Certification

I certify to the best of my knowledge that the statements in this report are true and accurate. The calculations follow guidelines set forth in FCC OET Bulletin 65 Edition 97-01, IEEE Std. C95.1, and IEEE Std. C95.3.

_________________________ April 2, 2020

Report Prepared By: Sokol Andoni RF Engineer C Squared Systems, LLC

Date

_________________________ April 2, 2020

Reviewed/Approved By: Keith Vellante Director – RF Services C Squared Systems, LLC

Date

ES-286 5 April 2, 2020

Attachment A: References

OET Bulletin 65 - Edition 97-01 - August 1997 Federal Communications Commission Office of Engineering & Technology IEEE C95.1-2005, IEEE Standard Safety Levels With Respect to Human Exposure to Radio Frequency Electromagnetic Fields, 3 kHz to 300 GHz IEEE-SA Standards Board IEEE C95.3-2002 (R2008), IEEE Recommended Practice for Measurements and Computations of Radio Frequency Electromagnetic Fields With Respect to Human Exposure to Such Fields, 100 kHz-300 GHz IEEE-SA Standards Board

ES-286 6 April 2, 2020

Attachment B: FCC Limits for Maximum Permissible Exposure (MPE)

(A) Limits for Occupational/Controlled Exposure3

Frequency Range (MHz)

Electric Field Strength (E)

(V/m)

Magnetic Field Strength (E)

(A/m)

Power Density (S) (mW/cm2)

Averaging Time |E|2, |H|2 or S (minutes)

0.3-3.0 614 1.63 (100)* 6 3.0-30 1842/f 4.89/f (900/f2)* 6 30-300 61.4 0.163 1.0 6

300-1500 - - f/300 6 1500-100,000 - - 5 6

(B) Limits for General Population/Uncontrolled Exposure4

Frequency Range (MHz)

Electric Field Strength (E)

(V/m)

Magnetic Field Strength (E)

(A/m)

Power Density (S) (mW/cm2)

Averaging Time |E|2, |H|2 or S (minutes)

0.3-1.34 614 1.63 (100)* 30 1.34-30 824/f 2.19/f (180/f2)* 30 30-300 27.5 0.073 0.2 30

300-1500 - - f/1500 30 1500-100,000 - - 1.0 30

f = frequency in MHz * Plane-wave equivalent power density

Table 2: FCC Limits for Maximum Permissible Exposure (MPE)

3 Occupational/controlled limits apply in situations in which persons are exposed as a consequence of their employment provided those persons are fully aware of the potential for exposure and can exercise control over their exposure. Limits for occupational/controlled exposure also apply in situations when an individual is transient through a location where occupational/controlled limits apply provided he or she is made aware of the potential for exposure 4 General population/uncontrolled exposures apply in situations in which the general public may be exposed, or in which persons that are exposed as a consequence of their employment may not be fully aware of the potential for exposure or cannot exercise control over their exposure

ES-286 7 April 2, 2020

Plane-wave Equivalent Power Density

Frequency (MHz)

Figure 1: Graph of FCC Limits for Maximum Permissible Exposure (MPE)

1.34 100,000 1,500

ES-286 8 April 2, 2020

Attachment C: Eversource Antenna Data Sheets and Electrical Patterns

217 MHz

Manufacturer: Telewave

Model #: ANT220F2

Frequency Band: 195-260 MHz

Gain: 2.5 dBd

Vertical Beamwidth: 38°

Horizontal Beamwidth: 360°

Polarization: Vertical

Length: 51”